STAAD.Pro Report To: From: Copy to: Date: 09/01/2012 22:24:00 Ref: Members Member Element M22 M23 M24 M25 M26 M27 M28 M29 M30 M31 M32 M33 M34 M35 M36 M37 M38 M39 M40 M41 M42 M43 M44 M45 M46 M47 M48 M49 M50 M51 M52 M53 M78 M79 M80 M81 M82 M83 M84 M85 M86 324 323 321 320 318 317 315 314 313 312 311 310 309 308 307 306 305 304 303 302 301 300 299 298 297 296 295 294 293 292 288 287 262 261 260 259 258 257 256 255 254 06/04/2020 Node A 138 132 137 131 136 130 135 129 123 134 128 122 133 127 121 143 142 141 140 139 137 136 135 134 133 131 130 129 128 127 122 121 114 108 102 113 107 101 112 106 100 Node B 144 138 143 137 142 136 141 135 129 140 134 128 139 133 127 144 143 142 141 140 138 137 136 135 134 132 131 130 129 128 123 122 120 114 108 119 113 107 118 112 106 Property 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 Emt Length (m) 6.000 7.000 6.000 7.000 6.000 7.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 5.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 O. Length (m) 6.000 7.000 6.000 7.000 6.000 7.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 5.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 ca/ Document1 M87 M88 M89 M90 M91 M92 M93 M94 M95 M96 M97 M98 M99 M100 M101 M102 M103 M104 M105 M106 M107 M108 M109 M110 M111 M112 M113 M114 M115 M140 M141 M142 M143 M144 M145 M146 M147 M148 M149 M150 M151 M152 M153 M154 M155 M156 M157 M158 M159 M160 M161 M162 M163 M164 M165 M166 M167 M168 06/04/2020 253 252 251 250 249 248 247 246 245 244 243 242 241 240 239 238 237 236 235 234 233 232 231 230 229 228 227 226 225 200 199 198 197 196 195 194 193 192 191 190 189 188 187 186 185 184 183 182 181 180 179 178 177 176 175 174 173 172 111 105 99 110 104 98 109 103 97 119 118 117 116 115 113 112 111 110 109 107 106 105 104 103 101 100 99 98 97 90 84 78 89 83 77 88 82 76 87 81 75 86 80 74 85 79 73 95 94 93 92 91 89 88 87 86 85 83 117 111 105 116 110 104 115 109 103 120 119 118 117 116 114 113 112 111 110 108 107 106 105 104 102 101 100 99 98 96 90 84 95 89 83 94 88 82 93 87 81 92 86 80 91 85 79 96 95 94 93 92 90 89 88 87 86 84 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 M169 M170 M171 M172 M173 M174 M175 M176 M177 M226 M227 M228 M229 M230 M231 M232 M233 M234 M235 M236 M237 M238 M239 M240 M241 M242 M243 M244 M245 M246 M247 M248 M249 M250 M251 M252 M253 M254 M255 M256 M257 M258 M259 M260 M261 M262 M263 M264 M265 M266 M267 M268 M269 M270 M271 M272 M273 M274 06/04/2020 171 170 169 168 167 166 165 164 163 114 113 112 111 110 109 108 107 106 105 104 103 102 101 100 99 98 97 96 95 94 93 92 91 90 89 88 87 86 85 84 83 82 81 80 79 78 77 38 37 36 35 34 33 32 31 30 29 28 82 81 80 79 77 76 75 74 73 66 60 54 65 59 53 64 58 52 63 57 51 62 56 50 61 55 49 71 70 69 68 67 65 64 63 62 61 59 58 57 56 55 53 52 51 50 49 18 12 6 17 11 5 16 10 4 15 9 83 82 81 80 78 77 76 75 74 72 66 60 71 65 59 70 64 58 69 63 57 68 62 56 67 61 55 72 71 70 69 68 66 65 64 63 62 60 59 58 57 56 54 53 52 51 50 24 18 12 23 17 11 22 16 10 21 15 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 6.000 7.000 M275 M276 M277 M278 M279 M280 M281 M282 M283 M284 M285 M286 M287 M288 M289 M290 M291 M292 M293 M294 M295 M296 M297 M298 M299 M300 M301 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 3 14 8 2 13 7 1 23 22 21 20 19 17 16 15 14 13 11 10 9 8 7 5 4 3 2 1 9 20 14 8 19 13 7 24 23 22 21 20 18 17 16 15 14 12 11 10 9 8 6 5 4 3 2 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 300 x 449 5.000 6.000 7.000 5.000 6.000 7.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 5.000 6.000 7.000 5.000 6.000 7.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 4.000 6.000 5.500 5.000 5.000 Member 22 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 4 31 Bar Length (mm) 1800 5825 1425 Shape code 12 00 51 A (mm) 240 B (mm) C (mm) 390 240 115 Shape code 12 00 00 51 A (mm) 240 B (mm) C (mm) 390 240 115 Shape code 12 A (mm) 240 B (mm) C (mm) D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) Member 23 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 2 37 Bar Length (mm) 1975 6650 4325 1425 Member 24 - Scheduled Bars Bar Mark 01 Type and size T12 06/04/2020 No. of bars 8 Bar Length (mm) 1800 02 03 04 05 T12 T20 T20 R8 2 2 1 31 1300 5825 3825 1425 12 00 00 51 240 390 240 115 Shape code 12 12 00 00 00 12 51 A (mm) 1740 775 B (mm) C (mm) 240 115 Shape code 12 12 12 00 00 12 51 A (mm) 235 235 235 B (mm) C (mm) 240 115 Shape code 12 21 00 00 00 12 51 A (mm) 770 7340 B (mm) C (mm) 240 115 Shape code 12 12 12 A (mm) 235 235 235 B (mm) C (mm) Member 25 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 Type and size T20 T20 T20 T20 T20 T20 R8 No. of bars 4 1 2 2 1 1 47 Bar Length (mm) 1950 975 6650 5475 3150 1350 1425 1155 390 D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) Member 26 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 Type and size T16 T16 T16 T16 T16 T16 R8 No. of bars 4 2 2 2 2 2 31 Bar Length (mm) 1800 1300 2300 5325 4325 1000 1425 235 390 Member 27 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 Type and size T32 T32 T32 T32 T32 T32 R8 No. of bars 4 2 2 4 2 2 206 Bar Length (mm) 1075 7950 6650 5425 3725 1475 1425 1150 390 Member 28 - Scheduled Bars Bar Mark 01 02 03 Type and size T16 T16 T16 06/04/2020 No. of bars 4 2 2 Bar Length (mm) 1800 1300 2300 04 05 06 07 T16 T16 T16 R8 2 2 2 31 5325 4325 1000 1425 00 00 12 51 235 390 240 115 B (mm) C (mm) 240 115 B (mm) C (mm) 240 115 Member 29 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 Type and size T32 T32 T32 T32 T32 T32 R8 No. of bars 5 2 2 4 1 1 206 Bar Length (mm) 1075 7950 6650 5425 3150 1475 1425 Shape code 12 21 00 00 00 12 51 A (mm) 770 7340 Shape code 12 00 12 51 A (mm) 1405 Shape code 12 12 00 00 00 51 A (mm) 240 240 B (mm) C (mm) 390 240 115 Shape code 12 12 00 00 00 51 A (mm) 1740 1155 B (mm) C (mm) 390 240 115 1150 390 D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) Member 30 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T20 T12 T20 R8 No. of bars 3 3 2 26 Bar Length (mm) 1600 3325 3700 1425 3490 390 Member 31 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T12 T12 T16 T16 T16 R8 No. of bars 2 8 2 2 1 31 Bar Length (mm) 1300 1800 5825 4825 2825 1425 Member 32 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T20 T20 T20 R8 06/04/2020 No. of bars 4 2 2 2 1 47 Bar Length (mm) 1950 1350 6650 5475 3150 1425 Member 33 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T12 T12 T12 T12 T12 R8 No. of bars 4 4 1 4 1 26 Bar Length (mm) 1650 4575 2075 2050 1000 1425 Shape code 12 00 00 12 12 51 A (mm) 240 B (mm) C (mm) 240 115 Shape code 12 00 00 51 A (mm) 240 B (mm) C (mm) 390 240 115 Shape code 12 00 00 51 A (mm) 240 B (mm) C (mm) 390 240 115 Shape code 12 00 12 51 A (mm) 240 B (mm) C (mm) 240 115 Shape code 12 00 A (mm) 240 B (mm) C (mm) 240 240 390 D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) Member 34 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 31 Bar Length (mm) 1800 5825 2325 1425 Member 35 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T16 T16 R8 No. of bars 8 2 2 37 Bar Length (mm) 1975 6650 5475 1425 Member 36 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 3 3 3 26 Bar Length (mm) 1650 4575 2050 1425 240 390 Member 37 - Scheduled Bars Bar Mark 01 02 Type and size T12 T12 06/04/2020 No. of bars 3 3 Bar Length (mm) 1800 3825 03 04 T12 R8 3 20 1475 1425 12 51 240 390 240 115 Member 38 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 6 4 1 31 Bar Length (mm) 1800 5825 2825 1425 Shape code 12 00 00 51 A (mm) 240 B (mm) C (mm) 390 240 115 Shape code 12 00 51 A (mm) 240 B (mm) C (mm) 390 240 115 Shape code 12 00 51 A (mm) 240 B (mm) C (mm) 390 240 115 Shape code 12 00 51 A (mm) 240 B (mm) C (mm) 390 240 115 Shape code 12 00 12 51 A (mm) 240 B (mm) C (mm) 240 115 D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) D (mm) E/R (mm) Member 39 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 4 29 Bar Length (mm) 1725 5400 1425 Member 40 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 3 26 Bar Length (mm) 1650 5000 1425 Member 41 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 3 26 Bar Length (mm) 1650 5000 1425 Member 42 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 06/04/2020 No. of bars 3 3 3 20 Bar Length (mm) 1800 4150 1475 1425 240 390 Member 43 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T20 T20 T16 R8 No. of bars 4 2 2 1 2 31 Bar Length (mm) 1800 2300 5825 3825 1300 1425 Shape code 12 12 00 00 12 51 A (mm) 235 235 Bar Length (mm) 1250 1000 1700 5400 3550 2650 1425 Shape code 12 12 12 00 00 00 51 A (mm) 235 235 235 Bar Length (mm) 1625 1000 4575 2050 1425 Shape code 12 12 00 12 51 A (mm) 235 235 Bar Length (mm) 1650 4975 3725 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) Shape code A (mm) 235 390 B (mm) 240 C (mm) D (mm 115 Member 44 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 Type and size T16 T16 T16 T32 T32 T16 R8 No. of bars 4 4 4 2 1 2 87 390 B (mm) 240 C (mm) D (mm 115 Member 45 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T12 T16 R8 No. of bars 3 1 4 2 26 235 390 B (mm) 240 C (mm) D (mm 115 Member 46 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T16 T16 R8 No. of bars 6 2 1 26 390 B (mm) 240 C (mm) D (mm 115 Member 47 - Scheduled Bars Bar Mark 06/04/2020 Type and size No. of bars B (mm) C (mm) D (mm 01 02 03 04 T12 T12 T12 R8 3 3 3 20 1475 4150 1800 1425 12 00 12 51 240 240 390 240 115 Member 48 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 4 1 4 4 31 Bar Length (mm) 2300 1000 5325 1800 1425 Shape code 12 12 00 12 51 A (mm) 240 240 Bar Length (mm) 1700 1225 5400 3550 975 1425 Shape code 12 12 00 00 12 51 A (mm) 1490 1030 Bar Length (mm) 1650 4575 2050 1000 1425 Shape code 12 00 12 12 51 A (mm) 240 Bar Length (mm) 1650 4975 3725 1425 Shape code 12 00 00 51 A (mm) 240 240 390 B (mm) 240 C (mm) D (mm 115 Member 49 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T25 T25 T20 R8 No. of bars 4 1 2 2 1 57 775 390 B (mm) 240 C (mm) D (mm 115 Member 50 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 4 4 4 1 26 240 240 390 B (mm) 240 C (mm) D (mm 115 Member 51 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T16 T16 R8 No. of bars 6 2 1 26 Member 52 - Scheduled Bars 06/04/2020 390 B (mm) 240 C (mm) 115 D (mm Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 3 26 Bar Length (mm) 1650 5000 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1650 5300 1425 Shape code 12 12 51 A (mm) 240 5160 390 B (mm) Bar Length (mm) 1800 1000 5825 3825 1425 Shape code 12 12 00 00 51 A (mm) 240 240 B (mm) Bar Length (mm) 1400 1975 6650 5475 3150 1425 Shape code 12 12 00 00 00 51 A (mm) 240 240 Bar Length (mm) 1650 5300 1650 1425 Shape code 12 12 00 51 A (mm) 240 5160 390 B (mm) 240 C (mm) D (mm 115 Member 53 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 3 26 240 C (mm) D (mm 115 Member 78 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 8 1 4 2 31 390 240 C (mm) D (mm 115 Member 79 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T12 T12 T16 T16 T16 R8 No. of bars 4 8 2 2 1 37 390 B (mm) 240 C (mm) D (mm 115 Member 80 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 26 Member 81 - Scheduled Bars 06/04/2020 390 B (mm) 240 C (mm) 115 D (mm Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T20 T20 T20 R8 No. of bars 4 1 2 2 1 45 Bar Length (mm) 1775 1275 5825 4825 975 1425 Shape code 12 12 00 00 12 51 A (mm) 1575 1075 Bar Length (mm) 1950 1375 6650 3150 1425 Shape code 12 12 00 00 51 A (mm) 235 235 Bar Length (mm) 1650 4975 4150 1000 1425 Shape code 12 00 00 12 51 A (mm) 240 Bar Length (mm) 1300 1800 5800 3800 1425 Shape code 12 12 00 00 51 A (mm) 235 235 Bar Length (mm) 2000 1400 6650 4300 Shape code 12 12 00 00 A (mm) 1740 1155 775 390 B (mm) 240 C (mm) D (mm 115 Member 82 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T32 T32 R8 No. of bars 8 4 2 1 69 390 B (mm) 240 C (mm) D (mm 115 Member 83 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T16 T16 T12 R8 No. of bars 8 2 2 1 28 240 390 B (mm) 240 C (mm) D (mm 115 Member 84 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T25 T25 R8 No. of bars 4 4 2 1 49 390 B (mm) 240 C (mm) D (mm 115 Member 85 - Scheduled Bars Bar Mark 01 02 03 04 06/04/2020 Type and size T25 T25 T32 T32 No. of bars 4 2 2 1 B (mm) C (mm) D (mm 05 06 T25 R8 2 73 1975 1425 00 51 390 240 115 Member 86 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T16 T16 T12 R8 No. of bars 8 2 2 1 31 Bar Length (mm) 1650 4975 4150 1000 1425 Shape code 12 00 00 12 51 A (mm) 240 Bar Length (mm) 1300 1800 5800 3800 1425 Shape code 12 12 00 00 51 A (mm) 235 235 Bar Length (mm) 1350 1950 6650 4300 1975 1425 Shape code 12 12 00 00 00 51 A (mm) 1155 1740 Bar Length (mm) 1650 1000 4975 4150 1425 Shape code 12 12 00 00 51 A (mm) 240 240 240 390 B (mm) 240 C (mm) D (mm 115 Member 87 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T25 T25 R8 No. of bars 4 4 2 1 49 390 B (mm) 240 C (mm) D (mm 115 Member 88 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T32 T32 T20 R8 No. of bars 4 4 2 1 2 73 390 B (mm) 240 C (mm) D (mm 115 Member 89 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 2 2 2 31 Member 90 - Scheduled Bars 06/04/2020 390 B (mm) 240 C (mm) 115 D (mm Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T25 T25 T20 R8 No. of bars 4 1 2 1 1 49 Bar Length (mm) 1775 1275 5800 3800 975 1425 Shape code 12 12 00 00 12 51 A (mm) 1575 1075 Bar Length (mm) 1950 1375 6650 3150 1975 1425 Shape code 12 12 00 00 00 51 A (mm) 235 235 Bar Length (mm) 1625 1000 4975 3725 1200 1425 Shape code 12 12 00 00 12 51 A (mm) 235 235 Bar Length (mm) 1800 1000 5825 4825 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1375 1950 6650 Shape code 12 12 00 A (mm) 235 235 775 390 B (mm) 240 C (mm) D (mm 115 Member 91 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T32 T32 T16 R8 No. of bars 8 4 2 1 2 73 390 B (mm) 240 C (mm) D (mm 115 Member 92 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T16 T16 T16 R8 No. of bars 4 1 2 2 1 28 235 390 B (mm) 240 C (mm) D (mm 115 Member 93 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 1 2 2 31 390 B (mm) 240 C (mm) D (mm 115 Member 94 - Scheduled Bars Bar Mark 01 02 03 06/04/2020 Type and size T16 T16 T16 No. of bars 4 4 2 B (mm) C (mm) D (mm 04 05 06 T16 T16 R8 2 2 42 5475 4325 1425 00 00 51 390 240 115 Member 95 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 8 4 26 Bar Length (mm) 1650 5000 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1475 4150 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1800 1000 5825 4825 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1725 5400 2650 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1650 5000 1425 Shape code 12 00 51 A (mm) 240 390 B (mm) 240 C (mm) D (mm 115 Member 96 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 3 20 390 B (mm) 240 C (mm) D (mm 115 Member 97 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 1 2 2 31 390 B (mm) 240 C (mm) D (mm 115 Member 98 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 29 390 B (mm) 240 C (mm) D (mm 115 Member 99 - Scheduled Bars Bar Mark 01 02 03 06/04/2020 Type and size T12 T12 R8 No. of bars 6 4 26 390 B (mm) 240 C (mm) 115 D (mm Member 100 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 6 4 1 26 Bar Length (mm) 1650 5000 1650 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1475 4150 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1300 1800 5800 3800 1425 Shape code 12 12 00 00 51 A (mm) 235 235 Bar Length (mm) 1275 1725 5400 4475 2650 1425 Shape code 12 12 00 00 00 51 A (mm) 240 240 Bar Length (mm) 1650 1000 4975 Shape code 12 12 00 A (mm) 240 240 390 B (mm) 240 C (mm) D (mm 115 Member 101 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 4 20 390 B (mm) 240 C (mm) D (mm 115 Member 102 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T25 T25 R8 No. of bars 4 4 2 1 51 390 B (mm) 240 C (mm) D (mm 115 Member 103 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T12 T12 T16 T16 T16 R8 No. of bars 4 8 2 2 1 38 390 B (mm) 240 C (mm) D (mm 115 Member 104 - Scheduled Bars Bar Mark 01 02 03 06/04/2020 Type and size T12 T12 T16 No. of bars 8 2 2 B (mm) C (mm) D (mm 04 05 T16 R8 2 31 4150 1425 00 51 390 240 115 Member 105 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 1 2 2 32 Bar Length (mm) 1650 1000 4975 4150 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1475 4150 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1300 1800 5800 3800 1425 Shape code 12 12 00 00 51 A (mm) 235 235 Bar Length (mm) 1250 1700 5400 4475 2650 1425 Shape code 12 12 00 00 00 51 A (mm) 235 235 Bar Length (mm) Shape code A (mm) 390 B (mm) 240 C (mm) D (mm 115 Member 106 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 4 20 390 B (mm) 240 C (mm) D (mm 115 Member 107 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T25 T25 R8 No. of bars 4 4 2 1 49 390 B (mm) 240 C (mm) D (mm 115 Member 108 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T16 T16 T16 R8 No. of bars 4 4 2 2 1 38 390 B (mm) 240 C (mm) D (mm 115 Member 109 - Scheduled Bars Bar Mark 06/04/2020 Type and size No. of bars B (mm) C (mm) D (mm 01 02 03 04 05 T12 T12 T16 T16 R8 8 2 2 2 31 1650 1000 4975 4150 1425 12 12 00 00 51 240 240 390 240 115 Member 110 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T16 T16 R8 No. of bars 8 2 2 32 Bar Length (mm) 1650 4975 4150 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1800 3825 1475 1425 Shape code 12 00 12 51 A (mm) 240 Bar Length (mm) 1800 1000 5825 4825 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1725 5400 2650 1425 Shape code 12 00 00 51 A (mm) 240 390 B (mm) 240 C (mm) D (mm 115 Member 111 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 3 3 3 20 240 390 B (mm) 240 C (mm) D (mm 115 Member 112 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 1 2 2 31 390 B (mm) 240 C (mm) D (mm 115 Member 113 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 29 Member 114 - Scheduled Bars 06/04/2020 390 B (mm) 240 C (mm) 115 D (mm Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 8 4 26 Bar Length (mm) 1650 5000 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1650 5000 1650 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1800 1000 5825 3825 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1400 1975 6650 5475 3150 1425 Shape code 12 12 00 00 00 51 A (mm) 240 240 Bar Length (mm) 1650 5000 1425 Shape code 12 00 51 A (mm) 240 390 B (mm) 240 C (mm) D (mm 115 Member 115 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 6 4 1 26 390 B (mm) 240 C (mm) D (mm 115 Member 140 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 8 1 4 2 31 390 B (mm) 240 C (mm) D (mm 115 Member 141 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T12 T12 T16 T16 T16 R8 No. of bars 4 8 2 2 1 37 390 B (mm) 240 C (mm) D (mm 115 Member 142 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 8 4 26 Member 143 - Scheduled Bars 06/04/2020 390 B (mm) 240 C (mm) 115 D (mm Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T20 T20 T20 R8 No. of bars 4 1 2 2 1 45 Bar Length (mm) 1775 1275 5825 4825 975 1425 Shape code 12 12 00 00 12 51 A (mm) 1575 1075 Bar Length (mm) 1950 1375 6650 3150 1425 Shape code 12 12 00 00 51 A (mm) 235 235 Bar Length (mm) 1625 1000 4975 3725 1200 1425 Shape code 12 12 00 00 12 51 A (mm) 235 235 Bar Length (mm) 1775 1275 5800 3800 1425 Shape code 12 12 00 00 51 A (mm) 1575 1075 Bar Length (mm) 1350 1950 6650 4300 Shape code 12 12 00 00 A (mm) 1155 1740 775 390 B (mm) 240 C (mm) D (mm 115 Member 144 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T32 T32 R8 No. of bars 8 4 2 1 73 390 B (mm) 240 C (mm) D (mm 115 Member 145 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T16 T16 T16 R8 No. of bars 4 1 2 2 1 28 235 390 B (mm) 240 C (mm) D (mm 115 Member 146 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T20 T20 T25 T25 R8 No. of bars 4 2 2 1 49 390 B (mm) 240 C (mm) D (mm 115 Member 147 - Scheduled Bars Bar Mark 01 02 03 04 06/04/2020 Type and size T20 T20 T32 T32 No. of bars 4 4 2 1 B (mm) C (mm) D (mm 05 06 T20 R8 2 73 3150 1425 00 51 390 240 115 Member 148 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 2 2 2 28 Bar Length (mm) 1650 1000 4975 3725 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1775 1275 5800 3800 975 1425 Shape code 12 12 00 00 12 51 A (mm) 1575 1075 Bar Length (mm) 1950 1375 6650 4300 1975 1425 Shape code 12 12 00 00 00 51 A (mm) 235 235 Bar Length (mm) 1650 4975 3725 1000 1425 Shape code 12 00 00 12 51 A (mm) 240 390 B (mm) 240 C (mm) D (mm 115 Member 149 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T25 T25 T20 R8 No. of bars 4 1 2 1 1 49 775 390 B (mm) 240 C (mm) D (mm 115 Member 150 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T32 T32 T16 R8 No. of bars 8 4 2 1 2 73 390 B (mm) 240 C (mm) D (mm 115 Member 151 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T16 T16 T12 R8 No. of bars 8 2 2 1 31 Member 152 - Scheduled Bars 06/04/2020 240 390 B (mm) 240 C (mm) 115 D (mm Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T25 T25 T20 R8 No. of bars 4 1 2 1 1 49 Bar Length (mm) 1775 1275 5800 3800 975 1425 Shape code 12 12 00 00 12 51 A (mm) 1575 1075 Bar Length (mm) 1950 1375 6650 3150 1975 1425 Shape code 12 12 00 00 00 51 A (mm) 235 235 Bar Length (mm) 1625 1000 4975 3725 1200 1425 Shape code 12 12 00 00 12 51 A (mm) 235 235 Bar Length (mm) 1800 1000 5825 4825 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1375 1950 Shape code 12 12 A (mm) 235 235 775 390 B (mm) 240 C (mm) D (mm 115 Member 153 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T32 T32 T16 R8 No. of bars 8 4 2 1 2 73 390 B (mm) 240 C (mm) D (mm 115 Member 154 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T16 T16 T16 R8 No. of bars 4 1 2 2 1 28 235 390 B (mm) 240 C (mm) D (mm 115 Member 155 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 1 2 2 31 390 B (mm) 240 C (mm) D (mm 115 Member 156 - Scheduled Bars Bar Mark 01 02 06/04/2020 Type and size T16 T16 No. of bars 4 4 B (mm) C (mm) D (mm 03 04 05 06 T16 T16 T16 R8 2 2 2 42 6650 5475 4325 1425 00 00 00 51 390 240 115 Member 157 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 8 4 26 Bar Length (mm) 1650 5000 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1475 4150 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1800 1000 5825 4825 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1725 5400 2650 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1650 5000 Shape code 12 00 A (mm) 240 390 B (mm) 240 C (mm) D (mm 115 Member 158 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 3 20 390 B (mm) 240 C (mm) D (mm 115 Member 159 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 1 2 2 31 390 B (mm) 240 C (mm) D (mm 115 Member 160 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 29 390 B (mm) 240 C (mm) D (mm 115 Member 161 - Scheduled Bars Bar Mark 01 02 06/04/2020 Type and size T12 T12 No. of bars 6 4 B (mm) C (mm) D (mm 03 R8 26 1425 51 390 240 115 Member 162 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 6 4 1 26 Bar Length (mm) 1650 5000 1650 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1475 4150 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1775 1275 5800 3800 1425 Shape code 12 12 00 00 51 A (mm) 1575 1075 Bar Length (mm) 1000 1725 5400 4475 2650 1275 1425 Shape code 12 12 00 00 00 12 51 A (mm) 240 240 Bar Length (mm) 1650 Shape code 12 A (mm) 240 390 B (mm) 240 C (mm) D (mm 115 Member 163 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 4 20 390 B (mm) 240 C (mm) D (mm 115 Member 164 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T20 T20 T25 T25 R8 No. of bars 4 2 2 1 49 390 B (mm) 240 C (mm) D (mm 115 Member 165 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 Type and size T12 T12 T16 T16 T16 T12 R8 No. of bars 2 8 2 2 1 2 38 240 390 B (mm) 240 C (mm) D (mm 115 Member 166 - Scheduled Bars Bar Mark 01 06/04/2020 Type and size T12 No. of bars 8 B (mm) C (mm) D (mm 02 03 04 05 T12 T16 T16 R8 2 2 2 31 1000 4975 4150 1425 12 00 00 51 240 390 240 115 Member 167 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T16 T16 T12 R8 No. of bars 8 2 2 1 32 Bar Length (mm) 1650 4975 4150 1000 1425 Shape code 12 00 00 12 51 A (mm) 240 Bar Length (mm) 1475 4150 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1775 1275 5800 3800 1425 Shape code 12 12 00 00 51 A (mm) 1575 1075 Bar Length (mm) 1000 1725 5400 4475 2650 1275 1425 Shape code 12 12 00 00 00 12 51 A (mm) 240 240 240 390 B (mm) 240 C (mm) D (mm 115 Member 168 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 4 20 390 B (mm) 240 C (mm) D (mm 115 Member 169 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T20 T20 T25 T25 R8 No. of bars 4 2 2 1 49 390 B (mm) 240 C (mm) D (mm 115 Member 170 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 Type and size T12 T12 T16 T16 T16 T12 R8 No. of bars 2 8 2 2 1 2 38 Member 171 - Scheduled Bars 06/04/2020 240 390 B (mm) 240 C (mm) 115 D (mm Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 2 2 2 31 Bar Length (mm) 1650 1000 4975 4150 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1650 4975 4150 1000 1425 Shape code 12 00 00 12 51 A (mm) 240 Bar Length (mm) 1475 4150 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1800 1000 5825 4825 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1725 5400 2650 1425 Shape code 12 00 00 51 A (mm) 240 390 B (mm) 240 C (mm) D (mm 115 Member 172 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T16 T16 T12 R8 No. of bars 8 2 2 1 32 240 390 B (mm) 240 C (mm) D (mm 115 Member 173 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 3 20 390 B (mm) 240 C (mm) D (mm 115 Member 174 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 1 2 2 31 390 B (mm) 240 C (mm) D (mm 115 Member 175 - Scheduled Bars Bar Mark 01 02 03 04 06/04/2020 Type and size T12 T12 T12 R8 No. of bars 8 4 1 29 390 B (mm) 240 C (mm) 115 D (mm Member 176 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 4 26 Bar Length (mm) 1650 5000 1425 Shape code 12 00 51 A (mm) 240 Bar Length (mm) 1650 5000 1650 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1800 1000 5825 4825 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1375 1950 6650 5475 4325 1425 Shape code 12 12 00 00 00 51 A (mm) 235 235 Bar Length (mm) 1650 5000 2075 1425 Shape code 12 00 00 51 A (mm) 240 390 B (mm) 240 C (mm) D (mm 115 Member 177 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 6 4 1 26 390 B (mm) 240 C (mm) D (mm 115 Member 226 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T16 T16 R8 No. of bars 8 1 2 2 31 390 B (mm) 240 C (mm) D (mm 115 Member 227 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T16 T16 T16 R8 No. of bars 4 4 2 2 2 42 390 B (mm) 240 C (mm) D (mm 115 Member 228 - Scheduled Bars Bar Mark 01 02 03 04 06/04/2020 Type and size T12 T12 T12 R8 No. of bars 8 4 1 26 390 B (mm) 240 C (mm) 115 D (mm Member 229 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T25 T25 T16 R8 No. of bars 2 6 2 1 2 55 Bar Length (mm) 1000 1800 5800 3800 1300 1425 Shape code 12 12 00 00 12 51 A (mm) 235 235 Bar Length (mm) 2000 1400 6650 4300 3150 1425 Shape code 12 12 00 00 00 51 A (mm) 1740 1155 Bar Length (mm) 1000 1625 4975 3725 1200 1425 Shape code 12 12 00 00 12 51 A (mm) 235 235 Bar Length (mm) 1000 1800 5825 4825 2825 1300 1425 Shape code 12 12 00 00 00 12 51 A (mm) 235 235 235 390 B (mm) 240 C (mm) D (mm 115 Member 230 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T25 T25 T32 T32 T25 R8 No. of bars 4 2 2 1 2 81 390 B (mm) 240 C (mm) D (mm 115 Member 231 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T16 T16 T16 R8 No. of bars 2 4 2 2 2 34 235 390 B (mm) 240 C (mm) D (mm 115 Member 232 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 Type and size T16 T16 T20 T20 T20 T16 R8 No. of bars 2 6 2 2 1 2 61 Member 233 - Scheduled Bars 06/04/2020 235 390 B (mm) 240 C (mm) 115 D (mm Bar Mark 01 02 03 04 05 06 07 Type and size T20 T20 T20 T32 T32 T20 R8 No. of bars 2 4 4 2 2 2 81 Bar Length (mm) 975 1350 1950 6650 4300 3150 1425 Shape code 12 12 12 00 00 00 51 A (mm) 775 1155 1740 Bar Length (mm) 1000 1625 4975 3325 1200 1425 Shape code 12 12 00 00 12 51 A (mm) 235 235 Bar Length (mm) 1000 1800 5825 4825 2825 1300 1425 Shape code 12 12 00 00 00 12 51 A (mm) 235 235 Bar Length (mm) 2000 1400 6625 3150 1425 Shape code 12 12 00 00 51 A (mm) 1740 1155 Bar Length (mm) Shape code A (mm) 390 B (mm) 240 C (mm) D (mm 115 Member 234 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T20 T20 T16 R8 No. of bars 2 4 2 1 2 34 235 390 B (mm) 240 C (mm) D (mm 115 Member 235 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 Type and size T16 T16 T20 T20 T20 T16 R8 No. of bars 2 6 2 2 1 2 58 235 390 B (mm) 240 C (mm) D (mm 115 Member 236 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T25 T25 T40 T25 R8 No. of bars 4 2 2 2 81 390 B (mm) 240 C (mm) D (mm 115 Member 237 - Scheduled Bars Bar Mark 06/04/2020 Type and size No. of bars B (mm) C (mm) D (mm 01 02 03 04 05 06 T16 T16 T20 T20 T16 R8 2 4 2 1 2 34 1000 1625 4975 3325 1200 1425 12 12 00 00 12 51 235 235 235 390 240 115 Member 238 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 Type and size T16 T16 T20 T20 T20 T16 R8 No. of bars 2 6 2 2 1 2 58 Bar Length (mm) 1000 1800 5825 4825 2825 1300 1425 Shape code 12 12 00 00 00 12 51 A (mm) 235 235 Bar Length (mm) 2000 1400 6650 4300 3150 1425 Shape code 12 12 00 00 00 51 A (mm) 1740 1155 Bar Length (mm) 1000 1625 4975 3325 1425 Shape code 12 12 00 00 51 A (mm) 235 235 Bar Length (mm) 1800 1300 5825 3825 Shape code 12 12 00 00 A (mm) 240 240 235 390 B (mm) 240 C (mm) D (mm 115 Member 239 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T25 T25 T32 T32 T25 R8 No. of bars 4 2 2 1 2 81 390 B (mm) 240 C (mm) D (mm 115 Member 240 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T20 T20 R8 No. of bars 2 6 2 1 35 390 B (mm) 240 C (mm) D (mm 115 Member 241 - Scheduled Bars Bar Mark 01 02 03 04 06/04/2020 Type and size T12 T12 T20 T20 No. of bars 8 2 2 1 B (mm) C (mm) D (mm 05 R8 31 1425 51 390 240 115 Member 242 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T20 T20 R8 No. of bars 4 4 2 2 47 Bar Length (mm) 1375 1950 6650 5475 1425 Shape code 12 12 00 00 51 A (mm) 235 235 Bar Length (mm) 1650 5000 2075 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1800 4150 1475 1425 Shape code 12 00 12 51 A (mm) 240 Bar Length (mm) 1800 1000 5825 3825 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1725 5400 Shape code 12 00 A (mm) 240 390 B (mm) 240 C (mm) D (mm 115 Member 243 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 26 390 B (mm) 240 C (mm) D (mm 115 Member 244 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 3 3 3 20 240 390 B (mm) 240 C (mm) D (mm 115 Member 245 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T20 T20 R8 No. of bars 8 2 2 1 31 390 B (mm) 240 C (mm) D (mm 115 Member 246 - Scheduled Bars Bar Mark 01 02 06/04/2020 Type and size T12 T12 No. of bars 8 4 B (mm) C (mm) D (mm 03 04 05 T12 T12 R8 2 1 29 3575 1000 1425 00 12 51 240 390 240 115 Member 247 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 26 Bar Length (mm) 1650 5000 1650 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1650 5000 2500 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1800 4150 1475 1425 Shape code 12 00 12 51 A (mm) 240 Bar Length (mm) 1800 1300 1000 5800 3800 1425 Shape code 12 12 12 00 00 51 A (mm) 235 235 235 Bar Length (mm) Shape code A (mm) 390 B (mm) 240 C (mm) D (mm 115 Member 248 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 6 4 1 26 390 B (mm) 240 C (mm) D (mm 115 Member 249 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 4 4 4 20 240 390 B (mm) 240 C (mm) D (mm 115 Member 250 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T16 T25 T25 R8 No. of bars 4 4 2 2 2 58 390 B (mm) 240 C (mm) D (mm 115 Member 251 - Scheduled Bars Bar Mark 06/04/2020 Type and size No. of bars B (mm) C (mm) D (mm 01 02 03 04 05 06 T16 T16 T16 T16 T16 R8 4 4 2 2 2 45 1250 1700 5400 4475 3575 1425 12 12 00 00 00 51 235 235 390 240 115 Member 252 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T20 T20 R8 No. of bars 4 2 2 1 34 Bar Length (mm) 1625 1200 4975 3325 1425 Shape code 12 12 00 00 51 A (mm) 235 235 Bar Length (mm) 1650 1000 4975 3325 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1800 4150 1475 1425 Shape code 12 00 12 51 A (mm) 240 Bar Length (mm) 1800 1300 1000 5825 4825 2825 1425 Shape code 12 12 12 00 00 00 51 A (mm) 235 235 235 390 B (mm) 240 C (mm) D (mm 115 Member 253 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T20 T20 R8 No. of bars 8 2 2 1 34 390 B (mm) 240 C (mm) D (mm 115 Member 254 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 4 4 4 20 240 390 B (mm) 240 C (mm) D (mm 115 Member 255 - Scheduled Bars Bar Mark 01 02 03 04 05 06 07 06/04/2020 Type and size T16 T16 T16 T20 T20 T20 R8 No. of bars 4 4 2 2 2 1 58 390 B (mm) 240 C (mm) 115 D (mm Member 256 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T16 T16 T16 R8 No. of bars 4 4 2 2 2 45 Bar Length (mm) 1250 1700 5400 4475 3575 1425 Shape code 12 12 00 00 00 51 A (mm) 235 235 Bar Length (mm) 1625 1200 4975 3325 1425 Shape code 12 12 00 00 51 A (mm) 235 235 Bar Length (mm) 1650 1000 4975 3325 1425 Shape code 12 12 00 00 51 A (mm) 240 240 Bar Length (mm) 1800 4150 1475 1425 Shape code 12 00 12 51 A (mm) 240 Bar Length (mm) 1800 1000 Shape code 12 12 A (mm) 240 240 390 B (mm) 240 C (mm) D (mm 115 Member 257 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T20 T20 R8 No. of bars 4 2 2 1 34 390 B (mm) 240 C (mm) D (mm 115 Member 258 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T20 T20 R8 No. of bars 8 2 2 1 34 390 B (mm) 240 C (mm) D (mm 115 Member 259 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 3 3 3 20 240 390 B (mm) 240 C (mm) D (mm 115 Member 260 - Scheduled Bars Bar Mark 01 02 06/04/2020 Type and size T12 T12 No. of bars 8 2 B (mm) C (mm) D (mm 03 04 05 T20 T20 R8 2 1 31 5825 3825 1425 00 00 51 390 240 115 Member 261 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 8 4 2 1 29 Bar Length (mm) 1725 5400 3575 1000 1425 Shape code 12 00 00 12 51 A (mm) 240 Bar Length (mm) 1650 5000 1650 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1650 5000 2500 1425 Shape code 12 00 00 51 A (mm) 240 Bar Length (mm) 1825 6325 2325 1325 1400 Shape code 00 00 00 00 51 A (mm) Bar Length (mm) Shape code A (mm) 240 390 B (mm) 240 C (mm) D (mm 115 Member 262 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 26 390 B (mm) 240 C (mm) D (mm 115 Member 263 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 26 390 B (mm) 240 C (mm) D (mm 115 Member 264 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 4 4 1 4 34 385 B (mm) 240 C (mm) D (mm 115 Member 265 - Scheduled Bars Bar Mark 06/04/2020 Type and size No. of bars B (mm) C (mm) D (mm 01 02 03 04 T12 T12 T12 R8 8 4 2 40 2000 6650 4325 1400 00 00 00 51 385 240 115 Member 266 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 3 3 3 28 Bar Length (mm) 1250 5000 2075 1400 Shape code 00 00 00 51 A (mm) Bar Length (mm) 1825 6325 5325 3325 1325 1400 Shape code 00 00 00 00 00 51 A (mm) Bar Length (mm) 1400 1975 6650 5475 3150 1400 Shape code 00 00 00 00 00 51 A (mm) Bar Length (mm) 5000 1250 2900 2075 1400 Shape code 00 00 00 00 51 A (mm) 385 B (mm) 240 C (mm) D (mm 115 Member 267 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T16 T16 T16 T16 T16 R8 No. of bars 4 2 2 1 2 36 385 B (mm) 240 C (mm) D (mm 115 Member 268 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T20 T20 T20 R8 No. of bars 2 4 2 2 1 51 385 B (mm) 240 C (mm) D (mm 115 Member 269 - Scheduled Bars Bar Mark 01 02 03 04 05 06/04/2020 Type and size T12 T12 T12 T12 R8 No. of bars 4 6 1 4 28 385 B (mm) 240 C (mm) 115 D (mm Member 270 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T16 T16 T16 R8 No. of bars 3 2 2 2 2 36 Bar Length (mm) 1325 1825 6325 5325 3325 1400 Shape code 00 00 00 00 00 51 A (mm) Bar Length (mm) 1400 1975 6650 4300 1400 Shape code 00 00 00 00 51 A (mm) Bar Length (mm) 5000 1250 2900 2075 1400 Shape code 00 00 00 00 51 A (mm) Bar Length (mm) 1325 1825 6325 5325 3325 1400 Shape code 00 00 00 00 00 51 A (mm) Bar Length (mm) 1400 1975 Shape code 00 00 A (mm) 385 B (mm) 240 C (mm) D (mm 115 Member 271 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T25 T25 R8 No. of bars 6 4 2 2 57 385 B (mm) 240 C (mm) D (mm 115 Member 272 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 4 6 1 4 28 385 B (mm) 240 C (mm) D (mm 115 Member 273 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T16 T16 T16 R8 No. of bars 3 2 2 2 2 36 385 B (mm) 240 C (mm) D (mm 115 Member 274 - Scheduled Bars Bar Mark 01 02 06/04/2020 Type and size T20 T20 No. of bars 2 4 B (mm) C (mm) D (mm 03 04 05 T25 T25 R8 2 2 57 6650 4300 1400 00 00 51 385 240 115 Member 275 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 4 6 1 4 28 Bar Length (mm) 5000 1250 2900 2075 1400 Shape code 00 00 00 00 51 A (mm) Bar Length (mm) 1325 1825 6325 5325 3325 1400 Shape code 00 00 00 00 00 51 A (mm) Bar Length (mm) 1400 1975 6650 4300 1400 Shape code 00 00 00 00 51 A (mm) Bar Length (mm) 5000 1250 2900 2075 1400 Shape code 00 00 00 00 51 A (mm) 385 B (mm) 240 C (mm) D (mm 115 Member 276 - Scheduled Bars Bar Mark 01 02 03 04 05 06 Type and size T20 T20 T16 T16 T16 R8 No. of bars 3 2 2 2 2 35 385 B (mm) 240 C (mm) D (mm 115 Member 277 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T20 T20 T25 T25 R8 No. of bars 2 4 2 2 57 385 B (mm) 240 C (mm) D (mm 115 Member 278 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 4 6 1 4 28 Member 279 - Scheduled Bars 06/04/2020 385 B (mm) 240 C (mm) 115 D (mm Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 4 4 1 4 34 Bar Length (mm) 1825 6325 3325 1325 1400 Shape code 00 00 00 00 51 A (mm) Bar Length (mm) 2000 6650 5475 1400 1400 Shape code 00 00 00 00 51 A (mm) Bar Length (mm) 5000 1250 2075 1400 Shape code 00 00 00 51 A (mm) Bar Length (mm) 2150 4150 1150 1400 Shape code 00 00 00 51 A (mm) Bar Length (mm) 1825 5825 2825 1400 Shape code 00 00 00 51 A (mm) 385 B (mm) 240 C (mm) D (mm 115 Member 280 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T16 T16 T12 R8 No. of bars 8 2 2 1 40 385 B (mm) 240 C (mm) D (mm 115 Member 281 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 3 4 4 28 385 B (mm) 240 C (mm) D (mm 115 Member 282 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 3 3 3 22 385 B (mm) 240 C (mm) D (mm 115 Member 283 - Scheduled Bars Bar Mark 01 02 03 04 06/04/2020 Type and size T12 T12 T12 R8 No. of bars 8 4 1 34 385 B (mm) 240 C (mm) 115 D (mm Member 284 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 4 31 Bar Length (mm) 1750 5400 1400 Shape code 00 00 51 A (mm) Bar Length (mm) 1650 5200 1400 Shape code 00 21 51 A (mm) Bar Length (mm) 5500 1250 1650 1400 Shape code 12 00 00 51 A (mm) 5375 Bar Length (mm) 2150 4150 1150 1400 Shape code 00 00 00 51 A (mm) Bar Length (mm) 1825 1325 5825 4825 3325 1400 Shape code 00 00 00 00 00 51 A (mm) 385 B (mm) 240 C (mm) D (mm 115 Member 285 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 3 28 4940 385 B (mm) 240 C (mm) D (mm 115 Member 286 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 4 3 3 28 385 B (mm) 240 C (mm) D (mm 115 Member 287 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 4 3 4 22 385 B (mm) 240 C (mm) D (mm 115 Member 288 - Scheduled Bars Bar Mark 01 02 03 04 05 06 06/04/2020 Type and size T12 T12 T16 T16 T16 R8 No. of bars 8 4 2 2 2 37 385 B (mm) 240 C (mm) 115 D (mm Member 289 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T16 T16 T16 T16 R8 No. of bars 2 4 2 2 31 Bar Length (mm) 1275 1725 5400 4025 1400 Shape code 00 00 00 00 51 A (mm) Bar Length (mm) 1650 5200 2500 1400 Shape code 00 21 00 51 A (mm) Bar Length (mm) 5500 1250 3325 1650 1400 Shape code 12 00 00 00 51 A (mm) 5375 Bar Length (mm) 2150 4150 1150 1400 Shape code 00 00 00 51 A (mm) Bar Length (mm) 1825 1325 5825 4825 2825 1400 Shape code 00 00 00 00 00 51 A (mm) 385 B (mm) 240 C (mm) D (mm 115 Member 290 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 28 B (mm) C (mm) D (mm 4940 385 240 115 Member 291 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 4 4 2 4 28 385 B (mm) 240 C (mm) D (mm 115 Member 292 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 4 3 4 22 385 B (mm) 240 C (mm) D (mm 115 Member 293 - Scheduled Bars Bar Mark 01 02 03 04 05 06 06/04/2020 Type and size T12 T12 T16 T16 T16 R8 No. of bars 8 4 2 2 2 35 385 B (mm) 240 C (mm) 115 D (mm Member 294 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T16 T16 T12 R8 No. of bars 8 2 2 1 31 Bar Length (mm) 1750 5400 4025 1275 1400 Shape code 00 00 00 00 51 A (mm) Bar Length (mm) 1650 5200 2500 1400 Shape code 00 21 00 51 A (mm) Bar Length (mm) 5500 1250 3325 1650 1400 Shape code 12 00 00 00 51 A (mm) 5375 Bar Length (mm) 2150 4150 1150 1400 Shape code 00 00 00 51 A (mm) Bar Length (mm) 1825 5825 2825 Shape code 00 00 00 A (mm) 385 B (mm) 240 C (mm) D (mm 115 Member 295 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 8 4 1 28 B (mm) C (mm) D (mm 4940 385 240 115 Member 296 - Scheduled Bars Bar Mark 01 02 03 04 05 Type and size T12 T12 T12 T12 R8 No. of bars 4 4 2 4 28 385 B (mm) 240 C (mm) D (mm 115 Member 297 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 3 3 3 22 385 B (mm) 240 C (mm) D (mm 115 Member 298 - Scheduled Bars Bar Mark 01 02 03 06/04/2020 Type and size T12 T12 T12 No. of bars 6 4 1 B (mm) C (mm) D (mm 04 R8 34 1400 51 385 240 115 Member 299 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 4 31 Bar Length (mm) 1750 5400 1400 Shape code 00 00 51 A (mm) Bar Length (mm) 1650 5200 1400 Shape code 00 21 51 A (mm) Bar Length (mm) 5500 1250 1650 1400 Shape code 12 00 00 51 A (mm) 5375 385 B (mm) 240 C (mm) D (mm 115 Member 300 - Scheduled Bars Bar Mark 01 02 03 Type and size T12 T12 R8 No. of bars 6 3 28 4940 385 B (mm) 240 C (mm) D (mm 115 Member 301 - Scheduled Bars Bar Mark 01 02 03 04 Type and size T12 T12 T12 R8 No. of bars 4 3 3 28 385 Member M22 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M22 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.030 06/04/2020 = 52.08 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 B (mm) 240 C (mm) 115 D (mm K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 337.54 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 154 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 436.45 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 67.33 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 159 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section 06/04/2020 = 42.55 mm = 70.00 kNm = 30.41 kNm Effective depth of tension reinforcement d = 406 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.018 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 197.12 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement = 339.29 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 264 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 132 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M22 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460436.4/3452.4)1 = 295.86 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.22 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 31.65 Actual span / effective depth ratio = 14.78 SAFE Member M22 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 63.22 kN v = (V/bvd) = 0.52 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv 06/04/2020 3.4.5.3 = 96.60 mm2 area of links provided (2R8), Asv OK = 100.53 mm2 Member M23 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M23 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.026 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 289.56 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 44.67 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 239 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 120 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.058 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 42.55 mm = 70.00 kNm = 100.18 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 377.95 mm Asr = (M/0.87 fyz) = 662.63 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 157 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.036 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 399.42 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 61.62 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 174 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Member M23 Span 1 06/04/2020 = 42.55 mm = 70.00 kNm Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460662.6/3678.6)1 = 299.46 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.06 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.45 Actual span / effective depth ratio = 17.24 SAFE Member M23 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 6.999 m Maximum shear force within zone, V = 75.80 kN v = (V/bvd) = 0.62 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M24 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M24 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.058 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 668.22 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 100.96 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 377.72 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 156 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.077 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 901.85 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 131.25 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 363.83 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 160 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.035 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 393.47 mm2 Tension Bars provided = 4T12 06/04/2020 = 88.65 mm = 136.51 kNm = 60.70 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 176 mm = 73 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M24 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460901.9/3942.5)1 = 293.45 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.97 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.33 Actual span / effective depth ratio = 14.93 SAFE Member M24 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 118.07 kN v = (V/bvd) = 0.97 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M25 Span 1 Detailed BS8110 Design Requirements 06/04/2020 3.4.5.3 Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M25 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.053 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 598.57 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 90.18 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 376.66 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 241 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 121 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.122 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1531.93 mm2 Tension Bars provided = 5T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 88.65 mm = 136.51 kNm = 206.60 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 337.16 mm = 1570.80 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.16 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 31 mm = (47000/fs) 300 = 157 mm = 31 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 147.75 mm = 210.81 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.072 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 834.44 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 122.39 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 366.68 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 173 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M25 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601531.9/31570.8)1 = 299.08 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.84 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 06/04/2020 Hence, modified span / effective depth ratio Actual span / effective depth ratio = 21.77 = 17.41 SAFE Member M25 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.275 m Maximum shear force within zone, V = 137.78 kN v = (V/bvd) = 1.14 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.78 1.00 / 1.25 = 0.65 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 84.73 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.275 m to 5.625 m Maximum shear force within zone, V = 101.21 kN v = (V/bvd) = 0.84 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 5.625 m to 6.999 m Maximum shear force within zone, V = 146.98 kN v = (V/bvd) = 1.22 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.89 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M26 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M26 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.093 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1120.98 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 159.87 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 356.55 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 165 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 777.57 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 115.42 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.09 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 53 mm = 159 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.036 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 403.97 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 62.02 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 383.80 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 300 mm = 67 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M26 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460777.6/3804.2)1 = 296.49 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.01 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.31 Actual span / effective depth ratio = 14.85 SAFE Member M26 Span 1 Detailed BS8110 Shear Reinforcement 06/04/2020 Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 133.06 kN v = (V/bvd) = 1.10 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M27 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M27 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.141 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1813.77 mm2 Tension Bars provided = 4T32 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 231.60 kNm d = 396 mm d' = 58 mm = 0.156 3.4.4.4 = 319.23 mm = 3216.99 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 2.38 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 32 mm = 272 mm = 32 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 136 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 302.60 mm = 334.35 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 549.97 kNm Effective depth of tension reinforcement d = 375 mm Depth to compression reinforcement d' = 54 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.373 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 291.07 mm x = (d-z)/0.45 = 185.76 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 2495.07 mm2 Asr = (K'fcubd2/0.87 fyz) + As' = 4469.95 mm2 Tension Bars provided = 4T32 2T32 Actual area of tension reinforcement = 4825.49 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 3.57 % Compression Bars provided = 4T32 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 3216.99 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 6.36 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 32 mm = (47000/fs) 300 = 165 mm = 32 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 151.30 mm = 609.89 kNm Hogging: at 7.000 m from the start of the member Moment applied to section = 287.27 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 54 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.174 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 222.26 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2309.59 mm2 Tension Bars provided = 4T32 Actual area of tension reinforcement = 3216.99 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 06/04/2020 Actual % of tension reinforcement = 2.38 % Compression Bars provided = 2T32 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 1608.50 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 3.01 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 32 mm = (47000/fs) 300 = 213 mm = 32 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 107 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 151.30 mm = 431.02 kNm Member M27 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24604469.9/34825.5)1 = 284.07 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.67 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.49 3.4.6.6 Hence, modified span / effective depth ratio = 25.74 Actual span / effective depth ratio = 18.68 SAFE Member M27 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 2.945 m Maximum shear force within zone, V = 348.66 kN v = (V/bvd) = 2.93 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.71 0.33 1.010.25 / 1.25 = 0.99 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 30 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 80.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 2.945 m to 4.025 m 06/04/2020 Maximum shear force within zone, V = 7.95 kN v = (V/bvd) = 0.07 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 3.00 0.33 1.070.25 / 1.25 = 1.04 N/mm 2 v < 0.5vc but assume span is of structural importance, hence provide nominal links 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm distance between main bar in compression zone and a restrained bar 150 mm 3.12.7.2 OK High shear zone: 4.025 m to 6.999 m Maximum shear force within zone, V = 364.56 kN v = (V/bvd) = 3.07 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.71 0.33 1.010.25 / 1.25 = 0.99 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 30 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 86.14 mm2 area of links provided (2R8), Asv = 100.53 mm2 distance between main bar in compression zone and a restrained bar 150 mm 3.12.7.2 OK Member M28 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M28 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.091 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1094.07 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement 06/04/2020 = 156.53 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 357.69 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 Maximum area of tension reinforcement Actual % of tension reinforcement = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 169 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 771.13 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 114.55 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.36 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 160 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.035 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 75.65 mm = 119.02 kNm = 59.25 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 383.80 mm Asr = (M/0.87 fyz) = 385.92 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 300 mm = 67 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M28 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460770.0/3804.2)1 = 293.63 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.02 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.58 Actual span / effective depth ratio = 14.85 SAFE Member M28 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 131.53 kN v = (V/bvd) = 1.09 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M29 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M29 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section = 271.13 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 54 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.165 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 104.27 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2191.60 mm2 Tension Bars provided = 3T32 Actual area of tension reinforcement = 2412.74 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.79 % Compression Bars provided = 2T32 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 1608.50 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 3.01 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 169 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence 06/04/2020 = 102.15 mm = 333.55 kNm K' = 523.06 kNm d = 375 mm d' = 54 mm = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.355 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 291.07 mm x = (d-z)/0.45 = 185.76 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 2285.27 mm2 Asr = (K'fcubd2/0.87 fyz) + As' = 4260.15 mm2 Tension Bars provided = 4T32 2T32 Actual area of tension reinforcement = 4825.49 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 3.57 % Compression Bars provided = 3T32 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 2412.74 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 4.77 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 32 mm = (47000/fs) 300 = 174 mm = 32 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 226.95 mm = 572.50 kNm Hogging: at 7.000 m from the start of the member Moment applied to section = 274.73 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 54 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.167 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 130.60 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2217.93 mm2 Tension Bars provided = 3T32 Actual area of tension reinforcement = 2412.74 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.79 % Compression Bars provided = 2T32 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement 06/04/2020 = 1608.50 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 3.01 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 167 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 102.15 mm = 333.55 kNm Member M29 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24604260.1/34825.5)1 = 270.74 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.68 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.42 3.4.6.6 Hence, modified span / effective depth ratio = 25.02 Actual span / effective depth ratio = 18.68 SAFE Member M29 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 2.945 m Maximum shear force within zone, V = 351.78 kN v = (V/bvd) = 2.96 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 30 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 85.43 mm2 area of links provided (2R8), Asv = 100.53 mm2 distance between main bar in compression zone and a restrained bar 150 mm 3.12.7.2 OK Minimum links zone: 2.945 m to 4.025 m Maximum shear force within zone, V = 0.51 kN v = (V/bvd) = 0.00 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 3.00 0.33 1.070.25 / 1.25 = 1.04 N/mm 2 06/04/2020 v < 0.5vc but assume span is of structural importance, hence provide nominal links 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 distance between main bar in compression zone and a restrained bar 150 mm 3.12.7.2 OK High shear zone: 4.025 m to 6.999 m Maximum shear force within zone, V = 352.81 kN v = (V/bvd) = 2.97 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 30 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 85.79 mm2 2 area of links provided (2R8), Asv = 100.53 mm distance between main bar in compression zone and a restrained bar 150 mm 3.12.7.2 OK Member M30 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M30 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.010 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 116.32 mm2 Tension Bars provided = 2T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 17.77 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 381.90 mm = 628.32 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.47 % = 25 mm = 184 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 300 mm = 184 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 59.10 mm = 94.35 kNm Sagging: at 1.667 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.007 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 77.65 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 11.98 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.071 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 814.12 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 119.69 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 367.54 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 177 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M30 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460176.1/3339.3)1 = 159.16 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 2.00 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.15 3.4.6.6 Hence, modified span / effective depth ratio = 59.63 Actual span / effective depth ratio = 12.32 SAFE Member M30 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 67.66 kN v = (V/bvd) = 0.56 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M31 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M31 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.059 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 671.45 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 101.41 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 377.58 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 155 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.080 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 937.18 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 63.83 mm = 102.41 kNm = 136.58 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 364.33 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % = 25 mm = 36 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 164 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 414.61 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 63.97 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 167 mm = 73 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M31 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460937.2/31005.3)1 = 285.89 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.98 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.52 Actual span / effective depth ratio = 14.85 SAFE Member M31 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 120.47 kN v = (V/bvd) = 0.99 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 98.37 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M32 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M32 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.069 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 793.15 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 116.89 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 368.43 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 82 mm = 182 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 91 mm 3.12.11.2.5 06/04/2020 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.118 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1475.89 mm2 Tension Bars provided = 5T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 200.44 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 339.53 mm = 1570.80 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.16 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 31 mm = (47000/fs) 300 = 163 mm = 31 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 147.75 mm = 210.81 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.072 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 834.35 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 122.38 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 366.68 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 82 mm = 173 mm Largest actual space between tension bars = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M32 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601475.9/31570.8)1 = 288.14 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.86 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 22.43 Actual span / effective depth ratio = 17.41 SAFE Member M32 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.275 m Maximum shear force within zone, V = 144.47 kN v = (V/bvd) = 1.20 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.30 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.275 m to 5.625 m Maximum shear force within zone, V = 97.67 kN v = (V/bvd) = 0.81 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 5.625 m to 6.999 m Maximum shear force within zone, V v = (V/bvd) = 1.21 N/mm2 06/04/2020 = 146.04 kN 3.4.5.2 3.4.5.3 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 3.4.5.4 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.54 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M33 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M33 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 254.24 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 39.22 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 273 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 136 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.045 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 502.06 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 77.27 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 384.75 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 173 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.043 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 480.86 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 74.18 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.65 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 41 mm = 180 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M33 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460502.1/3565.5)1 = 272.27 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.24 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 32.31 Actual span / effective depth ratio = 12.32 SAFE Member M33 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 90.21 kN v = (V/bvd) = 0.74 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M34 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M34 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.032 06/04/2020 = 54.76 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 3.4.5.3 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 354.92 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 195 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 98 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.043 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 486.04 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 74.93 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.43 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 178 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section 06/04/2020 = 53.19 mm = 86.42 kNm = 35.05 kNm Effective depth of tension reinforcement d = 406 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.020 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 227.21 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement = 452.39 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 300 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M34 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460486.0/3565.5)1 = 263.58 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.29 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 33.44 Actual span / effective depth ratio = 14.78 SAFE Member M34 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 67.20 kN v = (V/bvd) = 0.55 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv 06/04/2020 3.4.5.3 = 96.60 mm2 area of links provided (2R8), Asv OK = 100.53 mm2 Member M35 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M35 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 415.89 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 64.16 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 167 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.063 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 42.55 mm = 70.00 kNm = 108.21 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.33 mm Asr = (M/0.87 fyz) = 724.64 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 170 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 436.02 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 67.27 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 159 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Member M35 Span 1 06/04/2020 = 42.55 mm = 70.00 kNm Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460724.6/3804.2)1 = 276.31 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.09 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.28 Actual span / effective depth ratio = 17.33 SAFE Member M35 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 6.999 m Maximum shear force within zone, V = 81.01 kN v = (V/bvd) = 0.67 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M36 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M36 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.012 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 138.00 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 21.29 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.025 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 280.35 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 43.25 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 185 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 261.53 mm2 Tension Bars provided = 3T12 06/04/2020 = 31.91 mm = 53.15 kNm = 40.35 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 199 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 99 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M36 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460280.3/3339.3)1 = 253.39 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 1.60 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 41.60 Actual span / effective depth ratio = 12.32 SAFE Member M36 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 51.09 kN v = (V/bvd) = 0.42 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M37 Span 1 Detailed BS8110 Design Requirements 06/04/2020 3.4.5.3 Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M37 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.012 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 135.36 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 20.88 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.013 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 140.94 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 21.74 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.009 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 97.91 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 15.11 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M37 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460176.1/3339.3)1 = 159.16 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 2.00 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 06/04/2020 Hence, modified span / effective depth ratio Actual span / effective depth ratio = 52.00 = 9.85 SAFE Member M37 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 33.52 kN v = (V/bvd) = 0.28 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.28 1.00 / 1.25 = 0.46 N/mm 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M38 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M38 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.029 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 321.72 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 49.64 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 94 mm = 162 mm Largest actual space between tension bars = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.045 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 509.49 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 78.35 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 384.43 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 170 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 268.97 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 06/04/2020 = 53.19 mm = 86.42 kNm = 41.50 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % = 25 mm Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 94 mm = (47000/fs) 300 = 193 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 97 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M38 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460509.5/3565.5)1 = 276.30 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.22 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 31.80 Actual span / effective depth ratio = 14.78 SAFE Member M38 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 66.71 kN v = (V/bvd) = 0.55 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M39 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M39 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.021 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 241.02 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 37.18 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 216 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 108 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.033 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 370.64 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 57.18 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 59 mm = 187 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 94 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 273.52 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 42.20 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 190 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 95 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M39 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460370.6/3452.4)1 = 251.25 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.46 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 38.09 Actual span / effective depth ratio = 13.55 SAFE Member M39 Span 1 Detailed BS8110 Shear Reinforcement 06/04/2020 Minimum links zone: 0.001 m to 5.499 m Maximum shear force within zone, V = 56.87 kN v = (V/bvd) = 0.47 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M40 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M40 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.017 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 185.99 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 28.69 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 94 mm = 280 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 140 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.025 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 276.80 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 42.71 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 188 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 94 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.020 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 220.62 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 34.04 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 236 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension 06/04/2020 = max tension bar spacing / 2 = 118 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M40 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460276.8/3339.3)1 = 250.19 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.62 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 42.17 Actual span / effective depth ratio = 12.32 SAFE Member M40 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 48.35 kN v = (V/bvd) = 0.40 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M41 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M41 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section 06/04/2020 = 22.25 kNm 3.4.5.3 Effective depth of tension reinforcement d = 406 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.013 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 144.22 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement = 339.29 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.028 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 317.92 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 49.05 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 164 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section 06/04/2020 = 31.91 mm = 53.15 kNm OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.016 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 180.14 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 27.79 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 289 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 144 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M41 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460317.9/3339.3)1 = 287.35 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.39 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 36.02 Actual span / effective depth ratio = 12.32 SAFE Member M41 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 48.39 kN v = (V/bvd) = 0.40 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 06/04/2020 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 Member M42 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M42 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.020 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 222.02 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 34.25 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 234 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 117 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 38.81 kNm d = 406 mm d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.022 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 251.58 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement = 339.29 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 207 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 103 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.017 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 187.51 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 28.93 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 277 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 139 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 31.91 mm = 53.15 kNm Member M42 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460251.6/3339.3)1 = 227.39 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.78 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 46.40 Actual span / effective depth ratio = 9.85 SAFE Member M42 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 56.40 kN v = (V/bvd) = 0.46 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.28 1.00 / 1.25 = 0.46 N/mm 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M43 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M43 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 770.88 mm2 Tension Bars provided = 4T16 06/04/2020 = 114.51 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.37 mm 3.4.5.3 = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 160 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.078 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 916.53 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 133.16 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 363.20 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 158 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.043 06/04/2020 = 88.65 mm = 136.51 kNm = 74.00 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 482.29 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 383.59 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 256 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 128 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M43 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460916.5/3942.5)1 = 298.23 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.96 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.92 Actual span / effective depth ratio = 14.93 SAFE Member M43 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 123.86 kN v = (V/bvd) = 1.02 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.87 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M44 Span 1 06/04/2020 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M44 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.084 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 998.95 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 144.54 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 361.72 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 185 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Sagging: at 2.750 m from the start of the member Moment applied to section = 272.83 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 46 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.166 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 114.02 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2201.35 mm2 Tension Bars provided = 3T32 06/04/2020 = 2412.74 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.79 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Compression Bars provided = 2T16 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 402.12 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 0.75 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 168 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 189.12 mm = 306.33 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.087 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1028.21 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 148.26 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 360.48 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 180 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 113.47 mm = 170.31 kNm Member M44 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602201.4/32412.7)1 = 279.80 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.80 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.10 3.4.6.6 Hence, modified span / effective depth ratio = 22.77 Actual span / effective depth ratio = 13.89 SAFE Member M44 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.875 m Maximum shear force within zone, V = 231.11 kN v = (V/bvd) = 1.91 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 50 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 82.86 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.875 m to 3.575 m Maximum shear force within zone, V = 54.16 kN v = (V/bvd) = 0.46 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm distance between main bar in compression zone and a restrained bar 150 mm 3.12.7.2 OK High shear zone: 3.575 m to 5.499 m Maximum shear force within zone, V = 232.46 kN v = (V/bvd) = 1.92 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 50 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 83.63 mm2 area of links provided (2R8), Asv = 100.53 mm2 06/04/2020 OK Member M45 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M45 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.030 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 336.92 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 51.72 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 383.80 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 274 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 137 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 418.13 mm2 06/04/2020 = 56.74 mm = 91.31 kNm = 64.51 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 166 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.051 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 574.08 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 87.19 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 379.70 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 161 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Member M45 Span 1 Detailed BS8110 Span / Effective Depth Check 06/04/2020 Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460418.1/3452.4)1 = 283.44 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.28 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 33.32 Actual span / effective depth ratio = 12.32 SAFE Member M45 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 90.31 kN v = (V/bvd) = 0.75 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M46 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M46 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 272.43 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 42.03 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 191 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 95 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.052 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 586.22 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 88.91 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 379.19 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 158 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.028 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 311.61 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement 06/04/2020 = 56.74 mm = 91.31 kNm = 48.08 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 167 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M46 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460586.2/3603.2)1 = 298.04 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.10 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.58 Actual span / effective depth ratio = 12.38 SAFE Member M46 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 84.42 kN v = (V/bvd) = 0.69 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M47 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 06/04/2020 3.4.5.3 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M47 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.008 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 84.89 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 13.10 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.013 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 146.46 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 06/04/2020 = 31.91 mm = 53.15 kNm = 22.60 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % = 25 mm Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.012 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 137.35 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 21.19 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M47 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460176.1/3339.3)1 = 159.16 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 2.00 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 52.00 Actual span / effective depth ratio = 9.85 SAFE 06/04/2020 Member M47 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 34.10 kN v = (V/bvd) = 0.28 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M48 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M48 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.043 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 479.01 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 73.90 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 41 mm = 181 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 435.96 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 67.26 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 159 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 255.40 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 42.55 mm = 70.00 kNm = 39.40 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 41 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 271 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 136 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M48 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460436.0/3452.4)1 = 295.53 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.22 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 31.70 Actual span / effective depth ratio = 14.78 SAFE Member M48 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 71.11 kN v = (V/bvd) = 0.58 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M49 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M49 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.071 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 817.21 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 120.10 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 367.41 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 177 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.133 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1703.26 mm2 Tension Bars provided = 4T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 223.06 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 327.40 mm = 1963.50 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 41 mm = 177 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 06/04/2020 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 184.69 mm = 248.49 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.066 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 762.61 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 112.78 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 369.72 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 189 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 95 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M49 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601703.3/31963.5)1 = 266.02 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.87 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 22.52 Actual span / effective depth ratio = 13.77 SAFE Member M49 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.395 m 06/04/2020 Maximum shear force within zone, V = 189.63 kN v = (V/bvd) = 1.57 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.99 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.395 m to 4.045 m Maximum shear force within zone, V = 112.63 kN v = (V/bvd) = 0.94 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.64 0.33 1.000.25 / 1.25 = 0.83 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.045 m to 5.499 m Maximum shear force within zone, V = 186.97 kN v = (V/bvd) = 1.55 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 86.85 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M50 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M50 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 52.60 kNm d = 406 mm d' = 58 mm 3.4.5.3 Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.030 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 340.96 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement = 452.39 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 203 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 102 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 445.71 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 68.76 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 156 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 42.55 mm = 70.00 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.045 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 505.73 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 77.80 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 384.59 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 171 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M50 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460445.7/3452.4)1 = 302.14 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.19 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 30.84 Actual span / effective depth ratio = 12.32 SAFE Member M50 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 88.25 kN v = (V/bvd) = 0.72 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links 06/04/2020 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M51 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M51 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 267.79 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 41.31 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 194 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 97 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.052 06/04/2020 = 31.91 mm = 53.15 kNm = 88.73 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 584.94 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 379.24 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 158 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.028 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 318.59 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 49.15 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 163 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 31.91 mm = 53.15 kNm Member M51 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460584.9/3603.2)1 = 297.39 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.10 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.65 Actual span / effective depth ratio = 12.38 SAFE Member M51 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 84.78 kN v = (V/bvd) = 0.70 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M52 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M52 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.016 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 178.62 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement 06/04/2020 = 27.56 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 3.4.5.3 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 291 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 146 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.028 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 316.31 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 48.80 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 164 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.013 K K' hence compression steel not required. 06/04/2020 = 31.91 mm = 53.15 kNm = 22.98 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 148.97 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M52 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460316.3/3339.3)1 = 285.90 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.39 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 36.24 Actual span / effective depth ratio = 12.32 SAFE Member M52 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 48.19 kN v = (V/bvd) = 0.40 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M53 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M53 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.011 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 118.26 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 18.25 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.028 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 319.21 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 49.25 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 163 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.018 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 203.53 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 31.40 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 255 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 128 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M53 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460319.2/3339.3)1 = 288.52 N/mm2 06/04/2020 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 Hence, modified span / effective depth ratio = 35.84 Actual span / effective depth ratio = 12.32 SAFE = 1.38 3.4.6.5 = 1.00 3.4.6.6 Member M53 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 49.91 kN v = (V/bvd) = 0.41 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M78 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M78 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.043 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 483.36 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 74.54 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.54 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % = 25 mm = 41 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 179 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.058 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 668.32 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 100.97 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 377.71 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 156 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.034 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 386.98 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 63.83 mm = 102.41 kNm = 59.70 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 179 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M78 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460668.3/3678.6)1 = 302.03 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.05 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.19 Actual span / effective depth ratio = 14.78 SAFE Member M78 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 99.98 kN v = (V/bvd) = 0.82 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M79 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M79 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.056 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 638.09 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 96.73 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 378.99 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 163 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.082 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 962.12 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 139.81 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 363.28 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 36 mm = 160 mm Largest actual space between tension bars = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.054 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 617.78 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 93.87 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.85 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 168 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M79 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460962.1/31005.3)1 = 293.49 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.96 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.89 Actual span / effective depth ratio = 17.33 SAFE Member M79 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 6.999 m Maximum shear force within zone, V = 118.54 kN v = (V/bvd) = 0.97 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M80 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M80 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.017 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 187.08 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 28.86 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 59 mm = 300 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 452.87 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 69.87 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 191 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 96 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.031 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 351.24 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 54.19 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 59 mm = 197 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 99 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M80 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460452.9/3565.5)1 = 245.60 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.38 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 35.98 Actual span / effective depth ratio = 12.32 SAFE Member M80 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 81.96 kN v = (V/bvd) = 0.67 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M81 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M81 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member 06/04/2020 3.4.5.3 Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.073 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 843.03 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 123.53 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 366.32 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 171 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.102 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1237.05 mm2 Tension Bars provided = 4T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 173.01 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 349.64 mm = 1256.64 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.93 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 48 mm = (47000/fs) 300 = 156 mm = 48 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section 06/04/2020 = 118.20 mm Moment capacity of section = 175.33 kNm OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.060 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 686.78 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 102.45 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 372.93 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 210 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 105 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M81 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601237.1/31256.6)1 = 301.89 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.88 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 22.79 Actual span / effective depth ratio = 14.93 SAFE Member M81 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.075 m Maximum shear force within zone, V = 159.97 kN v = (V/bvd) = 1.33 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 06/04/2020 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.18 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.075 m to 4.825 m Maximum shear force within zone, V = 107.94 kN v = (V/bvd) = 0.90 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.825 m to 5.999 m Maximum shear force within zone, V = 152.94 kN v = (V/bvd) = 1.27 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 85.14 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M82 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M82 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.099 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 168.92 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 353.42 mm 3.4.5.3 Asr = (M/0.87 fyz) = 1194.92 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 155 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.153 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 2023.11 mm2 Tension Bars provided = 3T32 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 251.16 kNm d = 396 mm d' = 58 mm = 0.156 3.4.4.4 = 310.37 mm = 2412.74 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.79 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 183 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 91 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 226.95 mm = 283.62 kNm = 162.49 kNm d = 404 mm d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.095 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 355.65 mm Asr = (M/0.87 fyz) = 1142.16 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement = 1206.37 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 162 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Member M82 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602023.1/32412.7)1 = 257.14 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.84 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 21.94 Actual span / effective depth ratio = 17.68 SAFE Member M82 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.815 m Maximum shear force within zone, V = 197.65 kN v = (V/bvd) = 1.63 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 89.34 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 06/04/2020 Minimum links zone: 1.815 m to 5.165 m Maximum shear force within zone, V = 94.47 kN v = (V/bvd) = 0.80 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 195.81 kN v = (V/bvd) = 1.62 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 100.43 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M83 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M83 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.029 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 321.71 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 49.63 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 216 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 108 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.065 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 753.48 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 112.15 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 372.11 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 164 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.049 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 557.78 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement 06/04/2020 = 75.65 mm = 119.02 kNm = 85.32 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 382.39 mm = 565.49 mm2 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 155 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M83 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460753.5/3804.2)1 = 287.31 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.05 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.18 Actual span / effective depth ratio = 12.38 SAFE Member M83 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 3.875 m Maximum shear force within zone, V = 110.69 kN v = (V/bvd) = 0.91 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.74 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 3.875 m to 4.999 m Maximum shear force within zone, V = 124.96 kN v = (V/bvd) = 1.03 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 06/04/2020 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 99.05 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M84 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M84 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.068 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 789.89 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 117.08 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 370.57 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 156 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 75.65 mm = 119.02 kNm = 185.89 kNm d = 400 mm d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.111 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 341.98 mm Asr = (M/0.87 fyz) = 1358.89 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement = 1472.62 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 166 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.068 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 779.53 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 115.68 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.00 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 158 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 75.65 mm = 119.02 kNm Member M84 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601358.9/31472.6)1 = 282.98 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.89 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 23.09 Actual span / effective depth ratio = 15.02 SAFE Member M84 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.575 m Maximum shear force within zone, V = 162.83 kN v = (V/bvd) = 1.34 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.66 1.00 / 1.25 = 0.62 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 100.30 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.575 m to 4.325 m Maximum shear force within zone, V = 81.87 kN v = (V/bvd) = 0.68 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.325 m to 5.999 m Maximum shear force within zone, V = 162.37 kN v = (V/bvd) = 1.34 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 99.77 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 06/04/2020 3.4.5.3 Member M85 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M85 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.109 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1327.93 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 182.35 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 343.29 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 170 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 269.25 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 51 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.164 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 89.62 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2176.95 mm2 06/04/2020 Tension Bars provided = 3T32 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 2412.74 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.79 % Compression Bars provided = 2T25 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 981.75 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 1.84 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 170 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 134.60 mm = 327.68 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.106 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1284.80 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 177.36 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 345.12 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 176 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section 06/04/2020 = 138.52 mm = 198.61 kNm OK Member M85 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602177.0/32412.7)1 = 276.70 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.80 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.22 3.4.6.6 Hence, modified span / effective depth ratio = 25.36 Actual span / effective depth ratio = 17.68 SAFE Member M85 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.815 m Maximum shear force within zone, V = 208.49 kN v = (V/bvd) = 1.74 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.87 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.815 m to 5.165 m Maximum shear force within zone, V = 102.32 kN v = (V/bvd) = 0.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 207.07 kN v = (V/bvd) = 1.73 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.72 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 06/04/2020 3.4.5.3 Member M86 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M86 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.033 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 367.67 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 56.72 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 189 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 94 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.068 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 789.35 mm2 Tension Bars provided = 4T16 06/04/2020 = 42.55 mm = 70.00 kNm = 117.01 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 370.59 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 156 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.044 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 494.37 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 76.15 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.07 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 175 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M86 Span 1 Detailed BS8110 Span / Effective Depth Check 06/04/2020 Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460789.3/3804.2)1 = 300.99 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.00 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.89 Actual span / effective depth ratio = 12.38 SAFE Member M86 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.425 m Maximum shear force within zone, V = 115.58 kN v = (V/bvd) = 0.95 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.23 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 0.425 m to 3.875 m Maximum shear force within zone, V = 91.54 kN v = (V/bvd) = 0.76 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 3.875 m to 4.999 m Maximum shear force within zone, V = 123.35 kN v = (V/bvd) = 1.01 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.31 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M87 Span 1 Detailed BS8110 Design Requirements 06/04/2020 3.4.5.3 Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M87 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.069 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 797.49 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 118.11 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 370.24 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 155 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.109 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1331.21 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 75.65 mm = 119.02 kNm = 182.72 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 343.15 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 170 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.065 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 750.22 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 111.71 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 372.24 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 164 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M87 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601331.2/31472.6)1 = 277.22 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.90 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 06/04/2020 Hence, modified span / effective depth ratio Actual span / effective depth ratio = 23.48 = 15.02 SAFE Member M87 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.575 m Maximum shear force within zone, V = 162.03 kN v = (V/bvd) = 1.34 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.66 1.00 / 1.25 = 0.62 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 99.39 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.575 m to 4.325 m Maximum shear force within zone, V = 81.07 kN v = (V/bvd) = 0.68 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.325 m to 5.999 m Maximum shear force within zone, V = 159.89 kN v = (V/bvd) = 1.32 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.96 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M88 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M88 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.102 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1239.98 mm2 Tension Bars provided = 4T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 173.36 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 349.51 mm = 1256.64 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.93 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 48 mm = (47000/fs) 300 = 155 mm = 48 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 118.20 mm = 175.33 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 260.57 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 48 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.158 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 26.58 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2113.91 mm2 Tension Bars provided = 3T32 Actual area of tension reinforcement = 2412.74 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.79 % Compression Bars provided = 2T20 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement 06/04/2020 = 628.32 mm2 = 0.4 % Acc = 4 % 3.12.6.1 Actual % of compression reinforcement = 1.18 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 175 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 167.85 mm = 316.20 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.102 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1238.30 mm2 Tension Bars provided = 4T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 173.16 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 349.59 mm = 1256.64 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.93 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 48 mm = (47000/fs) 300 = 156 mm = 48 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 118.20 mm = 175.33 kNm Member M88 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602113.9/32412.7)1 06/04/2020 = 268.68 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 Hence, modified span / effective depth ratio = 24.50 Actual span / effective depth ratio = 17.68 SAFE = 0.82 3.4.6.5 = 1.15 3.4.6.6 Member M88 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.815 m Maximum shear force within zone, V = 202.90 kN v = (V/bvd) = 1.68 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.28 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.815 m to 5.165 m Maximum shear force within zone, V = 98.54 kN v = (V/bvd) = 0.83 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 202.84 kN v = (V/bvd) = 1.68 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.23 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M89 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M89 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.041 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 464.68 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 71.69 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 187 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.064 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 736.03 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 53.19 mm = 86.42 kNm = 109.77 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 372.85 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % = 25 mm = 53 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 167 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.044 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 491.02 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 75.66 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.22 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 177 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M89 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460736.0/3804.2)1 = 280.66 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.07 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.84 Actual span / effective depth ratio = 12.38 SAFE Member M89 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.425 m Maximum shear force within zone, V = 118.67 kN v = (V/bvd) = 0.97 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.36 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 0.425 m to 3.875 m Maximum shear force within zone, V = 94.63 kN v = (V/bvd) = 0.78 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK High shear zone: 3.875 m to 4.999 m Maximum shear force within zone, V = 120.26 kN v = (V/bvd) = 0.99 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.06 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M90 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M90 Span 1 Detailed BS8110 Main Reinforcement 06/04/2020 3.4.5.3 Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.075 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 872.53 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 127.41 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 365.07 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 166 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.106 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1291.01 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 178.08 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 344.85 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 75 mm = 175 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension 06/04/2020 = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.062 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 703.80 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 104.79 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 372.21 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 205 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 103 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M90 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601291.0/31472.6)1 = 268.85 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.93 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.06 Actual span / effective depth ratio = 15.02 SAFE Member M90 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.575 m Maximum shear force within zone, V 06/04/2020 = 163.50 kN v = (V/bvd) = 1.36 N/mm2 3.4.5.2 2 0.8 fcu and 5 N/mm hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 3.4.5.4 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.22 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.575 m to 4.325 m Maximum shear force within zone, V = 87.38 kN v = (V/bvd) = 0.73 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.325 m to 5.999 m Maximum shear force within zone, V = 155.96 kN v = (V/bvd) = 1.29 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.59 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M91 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M91 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence 06/04/2020 K' = 167.59 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 3.4.5.3 K = (M/bd2 fcu) = 0.098 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1183.90 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 353.89 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 156 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 257.27 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 46 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.156 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 2.92 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2090.25 mm2 Tension Bars provided = 3T32 Actual area of tension reinforcement = 2412.74 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.79 % Compression Bars provided = 2T16 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 402.12 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 0.75 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 177 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension 06/04/2020 = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 189.12 mm = 306.33 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.098 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1187.08 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 167.97 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 353.75 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 156 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Member M91 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602090.3/32412.7)1 = 265.68 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.83 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.10 3.4.6.6 Hence, modified span / effective depth ratio = 23.67 Actual span / effective depth ratio = 17.68 SAFE Member M91 Span 1 Detailed BS8110 Shear Reinforcement 06/04/2020 High shear zone: 0.001 m to 1.815 m Maximum shear force within zone, V = 199.95 kN v = (V/bvd) = 1.65 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.17 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.815 m to 5.165 m Maximum shear force within zone, V = 102.29 kN v = (V/bvd) = 0.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 200.06 kN v = (V/bvd) = 1.65 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.26 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M92 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M92 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement 06/04/2020 = 66.65 kNm d = 404 mm 3.4.5.3 Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 383.80 mm Asr = (M/0.87 fyz) = 434.17 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement = 603.19 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 213 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 106 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.062 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 713.35 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 106.66 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.81 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 173 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 75.65 mm = 119.02 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.051 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 572.14 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 86.92 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 379.78 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 162 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Member M92 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460713.3/3804.2)1 = 272.01 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.10 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.73 Actual span / effective depth ratio = 12.38 SAFE Member M92 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.325 m Maximum shear force within zone, V = 115.41 kN v = (V/bvd) = 0.95 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 06/04/2020 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 4.325 m to 4.999 m Maximum shear force within zone, V = 123.52 kN v = (V/bvd) = 1.02 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.98 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M93 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M93 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.046 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 518.25 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 79.62 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 384.06 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 41 mm = 167 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.064 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 730.71 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 109.04 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.07 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 169 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 415.76 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 75.65 mm = 119.02 kNm = 64.14 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 41 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 167 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M93 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460730.7/3804.2)1 = 278.63 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.08 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.05 Actual span / effective depth ratio = 14.85 SAFE Member M93 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 105.00 kN v = (V/bvd) = 0.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M94 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M94 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.060 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 683.12 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 102.49 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 375.09 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 180 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.091 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1087.80 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 155.75 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 357.96 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 26 mm = 170 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 06/04/2020 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.060 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 687.88 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 103.15 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 374.88 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 179 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M94 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601087.8/31206.4)1 = 276.53 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.96 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.94 Actual span / effective depth ratio = 17.33 SAFE Member M94 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.425 m 06/04/2020 Maximum shear force within zone, V = 126.22 kN v = (V/bvd) = 1.04 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 87.92 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 0.425 m to 6.575 m Maximum shear force within zone, V = 115.08 kN v = (V/bvd) = 0.95 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 6.575 m to 6.999 m Maximum shear force within zone, V = 126.41 kN v = (V/bvd) = 1.04 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.24 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M95 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M95 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 40.78 kNm d = 406 mm d' = 58 mm 3.4.5.3 Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 264.29 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement = 452.39 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 262 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 131 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 432.83 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 66.78 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 160 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 42.55 mm = 70.00 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.032 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 363.64 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 56.10 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 191 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 95 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M95 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460432.8/3452.4)1 = 293.41 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.23 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 31.98 Actual span / effective depth ratio = 12.32 SAFE Member M95 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 81.59 kN v = (V/bvd) = 0.67 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links 06/04/2020 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M96 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M96 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.017 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 191.61 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 29.56 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 271 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 136 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.021 06/04/2020 = 31.91 mm = 53.15 kNm = 36.30 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 235.26 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 221 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 111 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.016 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 180.56 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 27.86 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 288 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 144 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 31.91 mm = 53.15 kNm Member M96 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460235.3/3339.3)1 = 212.64 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.90 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 49.35 Actual span / effective depth ratio = 9.85 SAFE Member M96 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 56.70 kN v = (V/bvd) = 0.47 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M97 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M97 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.044 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 493.43 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement 06/04/2020 = 76.01 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.11 mm = 565.49 mm2 3.4.5.3 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 176 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.066 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 761.76 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 113.28 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.76 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 162 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. 06/04/2020 = 75.65 mm = 119.02 kNm = 68.56 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 444.40 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 156 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M97 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460761.8/3804.2)1 = 290.47 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.03 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.88 Actual span / effective depth ratio = 14.85 SAFE Member M97 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 105.30 kN v = (V/bvd) = 0.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M98 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M98 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.035 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 388.43 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 59.93 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 178 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.050 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 561.92 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement 06/04/2020 = 42.55 mm = 70.00 kNm = 85.91 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 382.21 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 154 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 412.16 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 63.59 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 168 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M98 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460561.9/3565.5)1 = 304.74 N/mm2 06/04/2020 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 Hence, modified span / effective depth ratio = 28.45 Actual span / effective depth ratio = 13.55 SAFE = 1.09 3.4.6.5 = 1.00 3.4.6.6 Member M98 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.499 m Maximum shear force within zone, V = 91.55 kN v = (V/bvd) = 0.75 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M99 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M99 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.027 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 303.89 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 46.88 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % = 25 mm = 94 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 171 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.038 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 431.18 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 66.52 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 161 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.029 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 327.35 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 42.55 mm = 70.00 kNm = 50.50 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 159 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M99 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460431.2/3452.4)1 = 292.29 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.24 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 32.12 Actual span / effective depth ratio = 12.32 SAFE Member M99 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 79.25 kN v = (V/bvd) = 0.65 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M100 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M100 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 272.88 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 42.10 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 191 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 95 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.041 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 465.33 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 71.79 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 41 mm = 186 mm Largest actual space between tension bars = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.026 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 290.07 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 44.75 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 179 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M100 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460465.3/3565.5)1 = 252.35 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 1.35 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 35.00 Actual span / effective depth ratio = 12.32 SAFE Member M100 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 79.06 kN v = (V/bvd) = 0.65 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M101 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M101 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.025 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 275.35 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 42.48 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 94 mm = 189 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 94 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.032 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 357.12 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 55.10 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 194 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 97 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.027 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 305.95 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 47.20 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 94 mm = 170 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M101 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460357.1/3452.4)1 = 242.09 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.52 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 39.57 Actual span / effective depth ratio = 9.85 SAFE Member M101 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 83.65 kN v = (V/bvd) = 0.69 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M102 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M102 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member 06/04/2020 3.4.5.3 Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.068 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 783.09 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 116.17 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 370.85 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 157 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.112 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1375.98 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 187.82 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 341.26 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 164 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section 06/04/2020 = 138.52 mm Moment capacity of section = 198.61 kNm OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 775.29 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 115.11 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.18 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 159 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M102 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601376.0/31472.6)1 = 286.54 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.88 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 22.86 Actual span / effective depth ratio = 15.02 SAFE Member M102 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.535 m Maximum shear force within zone, V = 163.18 kN v = (V/bvd) = 1.35 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 06/04/2020 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 90 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 90.63 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.535 m to 4.325 m Maximum shear force within zone, V = 87.06 kN v = (V/bvd) = 0.73 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.325 m to 5.999 m Maximum shear force within zone, V = 162.83 kN v = (V/bvd) = 1.34 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 100.30 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M103 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M103 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.056 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 97.27 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 378.83 mm 3.4.5.3 Asr = (M/0.87 fyz) = 641.92 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 162 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.081 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 953.58 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 138.70 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 363.64 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 36 mm = (47000/fs) 300 = 162 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 94.56 mm = 145.35 kNm = 102.29 kNm d = 406 mm d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.059 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 377.31 mm Asr = (M/0.87 fyz) = 677.72 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement = 678.58 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 153 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M103 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460953.6/31005.3)1 = 290.89 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.97 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.10 Actual span / effective depth ratio = 13.61 SAFE Member M103 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.025 m Maximum shear force within zone, V = 139.51 kN v = (V/bvd) = 1.15 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.22 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 06/04/2020 Minimum links zone: 1.025 m to 4.375 m Maximum shear force within zone, V = 95.89 kN v = (V/bvd) = 0.79 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 High shear zone: 4.375 m to 5.499 m Maximum shear force within zone, V = 141.33 kN v = (V/bvd) = 1.16 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 99.80 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M104 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M104 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.047 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 525.43 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 80.66 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.76 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 165 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.063 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 721.48 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 107.78 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.46 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 171 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.041 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 458.12 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement 06/04/2020 = 75.65 mm = 119.02 kNm = 70.68 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 189 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 95 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M104 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460721.5/3804.2)1 = 275.11 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.09 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.41 Actual span / effective depth ratio = 12.38 SAFE Member M104 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.875 m Maximum shear force within zone, V = 121.46 kN v = (V/bvd) = 1.00 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.10 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 0.875 m to 4.625 m Maximum shear force within zone, V = 109.93 kN v = (V/bvd) = 0.90 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 06/04/2020 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 4.625 m to 4.999 m Maximum shear force within zone, V = 117.47 kN v = (V/bvd) = 0.96 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 86.32 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M105 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M105 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 453.28 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 69.93 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 41 mm = 191 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 96 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 767.34 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 114.03 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.52 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 161 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 446.54 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 75.65 mm = 119.02 kNm = 68.89 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 41 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 155 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M105 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460767.3/3804.2)1 = 292.59 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.03 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.67 Actual span / effective depth ratio = 12.38 SAFE Member M105 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.875 m Maximum shear force within zone, V = 119.67 kN v = (V/bvd) = 0.98 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 90.06 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 0.875 m to 3.875 m Maximum shear force within zone, V = 80.41 kN v = (V/bvd) = 0.66 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.66 1.00 / 1.25 = 0.62 N/mm 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 06/04/2020 3.4.5.3 High shear zone: 3.875 m to 4.999 m Maximum shear force within zone, V = 119.26 kN v = (V/bvd) = 0.98 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.48 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M106 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M106 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.027 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 300.78 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 46.40 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 173 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section 06/04/2020 = 31.91 mm Moment capacity of section = 53.15 kNm OK Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.032 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 356.91 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 55.06 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 194 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 97 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.025 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 280.94 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 43.34 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 94 mm = 185 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 06/04/2020 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M106 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460356.9/3452.4)1 = 241.95 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.52 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 39.59 Actual span / effective depth ratio = 9.85 SAFE Member M106 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 83.24 kN v = (V/bvd) = 0.68 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M107 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M107 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement 06/04/2020 = 115.36 kNm d = 404 mm 3.4.5.3 Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 371.11 mm Asr = (M/0.87 fyz) = 777.13 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement = 804.25 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 159 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.110 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1346.57 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 184.48 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 342.50 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 168 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 138.52 mm = 198.61 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.066 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 762.11 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 113.32 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.74 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 162 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M107 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601346.6/31472.6)1 = 280.42 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.89 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 23.26 Actual span / effective depth ratio = 15.02 SAFE Member M107 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.575 m Maximum shear force within zone, V = 161.71 kN v = (V/bvd) = 1.33 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 06/04/2020 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 99.02 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.575 m to 4.325 m Maximum shear force within zone, V = 85.58 kN v = (V/bvd) = 0.71 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.325 m to 5.999 m Maximum shear force within zone, V = 161.03 kN v = (V/bvd) = 1.33 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.66 1.00 / 1.25 = 0.62 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 98.25 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M108 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M108 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.055 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 624.30 mm2 Tension Bars provided = 4T16 06/04/2020 = 94.29 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 377.57 mm 3.4.5.3 = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 197 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 99 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.081 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 949.05 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 138.12 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 363.83 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 36 mm = (47000/fs) 300 = 162 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.061 06/04/2020 = 94.56 mm = 145.35 kNm = 104.26 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 695.90 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 374.54 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 177 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M108 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460949.0/31005.3)1 = 289.50 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.97 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.22 Actual span / effective depth ratio = 13.61 SAFE Member M108 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.025 m Maximum shear force within zone, V = 138.20 kN v = (V/bvd) = 1.14 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 90.31 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.025 m to 4.375 m 06/04/2020 Maximum shear force within zone, V = 98.53 kN v = (V/bvd) = 0.81 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 High shear zone: 4.375 m to 5.499 m Maximum shear force within zone, V = 141.82 kN v = (V/bvd) = 1.17 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 95.47 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M109 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M109 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.046 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 516.25 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 06/04/2020 = 79.33 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 384.15 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % = 25 mm Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 41 mm = (47000/fs) 300 = 168 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.063 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 720.27 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 107.61 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.51 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 171 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.042 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 468.89 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement 06/04/2020 = 75.65 mm = 119.02 kNm = 72.34 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 185 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 92 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M109 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460720.3/3804.2)1 = 274.65 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.09 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.45 Actual span / effective depth ratio = 12.38 SAFE Member M109 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.875 m Maximum shear force within zone, V = 120.86 kN v = (V/bvd) = 0.99 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 92.08 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 0.875 m to 4.625 m Maximum shear force within zone, V = 110.52 kN v = (V/bvd) = 0.91 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links 06/04/2020 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.625 m to 4.999 m Maximum shear force within zone, V = 118.07 kN v = (V/bvd) = 0.97 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 87.33 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M110 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M110 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 447.83 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 69.09 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 155 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension 06/04/2020 = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 768.59 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 114.20 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.47 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 160 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 449.81 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 75.65 mm = 119.02 kNm = 69.40 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 59 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 154 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M110 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460768.6/3804.2)1 = 293.07 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.02 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.63 Actual span / effective depth ratio = 12.38 SAFE Member M110 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.875 m Maximum shear force within zone, V = 119.40 kN v = (V/bvd) = 0.98 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.73 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 0.875 m to 3.875 m Maximum shear force within zone, V = 80.26 kN v = (V/bvd) = 0.66 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 3.875 m to 4.999 m 06/04/2020 3.4.5.3 Maximum shear force within zone, V = 119.53 kN v = (V/bvd) = 0.98 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.93 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M111 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M111 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 263.81 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 40.70 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 197 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 99 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section 06/04/2020 = 31.91 mm = 53.15 kNm OK Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.021 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 233.21 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 35.98 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 223 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 111 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.010 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 112.45 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 17.35 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 94 mm = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension 06/04/2020 = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M111 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460233.2/3339.3)1 = 210.79 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.91 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 49.74 Actual span / effective depth ratio = 9.85 SAFE Member M111 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 62.11 kN v = (V/bvd) = 0.51 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M112 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M112 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 74.70 kNm d = 406 mm d' = 58 mm 3.4.5.3 Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.043 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.49 mm Asr = (M/0.87 fyz) = 484.43 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement = 565.49 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 179 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.065 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 751.15 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 111.83 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 372.21 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 164 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 75.65 mm = 119.02 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 411.46 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 63.48 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 169 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M112 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460751.2/3804.2)1 = 286.42 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.05 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.27 Actual span / effective depth ratio = 14.85 SAFE Member M112 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 104.29 kN v = (V/bvd) = 0.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm2 0.5vc < v < (vc + 0.4), hence provide nominal links 06/04/2020 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M113 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M113 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.032 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 357.09 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 55.09 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 194 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 97 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.049 06/04/2020 = 42.55 mm = 70.00 kNm = 85.41 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 558.45 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 382.36 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 155 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 435.81 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 67.24 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 159 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 42.55 mm = 70.00 kNm Member M113 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460558.4/3565.5)1 = 302.85 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.10 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.66 Actual span / effective depth ratio = 13.55 SAFE Member M113 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.499 m Maximum shear force within zone, V = 92.68 kN v = (V/bvd) = 0.76 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M114 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M114 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.025 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 279.58 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement 06/04/2020 = 43.13 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 3.4.5.3 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 248 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 124 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.038 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 429.35 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 66.24 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 161 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.032 K K' hence compression steel not required. 06/04/2020 = 42.55 mm = 70.00 kNm = 54.82 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 355.32 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 195 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 98 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M114 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460429.4/3452.4)1 = 291.05 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.24 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 32.29 Actual span / effective depth ratio = 12.32 SAFE Member M114 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 80.86 kN v = (V/bvd) = 0.66 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M115 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M115 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 253.95 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 39.18 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 205 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 102 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.042 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 468.18 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 72.23 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 185 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.027 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 303.30 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 46.79 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 171 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M115 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460468.2/3565.5)1 = 253.90 N/mm2 06/04/2020 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 Hence, modified span / effective depth ratio = 34.78 Actual span / effective depth ratio = 12.32 SAFE = 1.34 3.4.6.5 = 1.00 3.4.6.6 Member M115 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 80.05 kN v = (V/bvd) = 0.66 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M140 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M140 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.043 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 479.70 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 74.01 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % = 25 mm = 41 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 181 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.058 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 666.58 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 100.73 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 377.78 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 156 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.035 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 393.60 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 63.83 mm = 102.41 kNm = 60.72 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 176 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M140 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460666.6/3678.6)1 = 301.24 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.05 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.27 Actual span / effective depth ratio = 14.78 SAFE Member M140 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 99.72 kN v = (V/bvd) = 0.82 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M141 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M141 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.054 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 616.84 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 93.73 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.89 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 169 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.082 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 967.15 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 140.45 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 363.06 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 36 mm = 159 mm Largest actual space between tension bars = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.055 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 629.83 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 95.57 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.34 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 165 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M141 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460967.1/31005.3)1 = 295.03 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.95 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.76 Actual span / effective depth ratio = 17.33 SAFE Member M141 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 6.999 m Maximum shear force within zone, V = 118.39 kN v = (V/bvd) = 0.97 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M142 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M142 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.022 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 248.61 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 38.35 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 59 mm = 279 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 139 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 417.22 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 64.37 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 166 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.032 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 361.03 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 55.70 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 59 mm = 192 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 96 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M142 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460417.2/3452.4)1 = 282.83 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.28 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 33.41 Actual span / effective depth ratio = 12.32 SAFE Member M142 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 80.36 kN v = (V/bvd) = 0.66 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M143 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M143 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member 06/04/2020 3.4.5.3 Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.073 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 848.93 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 124.31 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 366.07 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 170 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.102 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1233.95 mm2 Tension Bars provided = 4T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 172.64 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 349.77 mm = 1256.64 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.93 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 48 mm = (47000/fs) 300 = 156 mm = 48 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section 06/04/2020 = 118.20 mm Moment capacity of section = 175.33 kNm OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.060 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 686.48 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 102.41 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 372.94 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 210 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 105 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M143 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601233.9/31256.6)1 = 301.13 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.88 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 22.84 Actual span / effective depth ratio = 14.93 SAFE Member M143 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.075 m Maximum shear force within zone, V = 160.11 kN v = (V/bvd) = 1.33 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 06/04/2020 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.34 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.075 m to 4.825 m Maximum shear force within zone, V = 108.08 kN v = (V/bvd) = 0.90 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.825 m to 5.999 m Maximum shear force within zone, V = 152.81 kN v = (V/bvd) = 1.27 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 84.99 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M144 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M144 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.096 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 164.33 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 355.02 mm 3.4.5.3 Asr = (M/0.87 fyz) = 1157.22 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 160 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.153 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 2037.25 mm2 Tension Bars provided = 3T32 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 252.43 kNm d = 396 mm d' = 58 mm = 0.156 3.4.4.4 = 309.77 mm = 2412.74 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.79 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 182 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 91 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 226.95 mm = 283.62 kNm = 164.54 kNm d = 404 mm d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.096 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 354.95 mm Asr = (M/0.87 fyz) = 1158.91 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement = 1206.37 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 160 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Member M144 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602037.3/32412.7)1 = 258.94 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.84 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 21.84 Actual span / effective depth ratio = 17.68 SAFE Member M144 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.815 m Maximum shear force within zone, V = 196.70 kN v = (V/bvd) = 1.62 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.58 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 06/04/2020 Minimum links zone: 1.815 m to 5.165 m Maximum shear force within zone, V = 93.58 kN v = (V/bvd) = 0.79 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 196.76 kN v = (V/bvd) = 1.62 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.63 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M145 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M145 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.038 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 421.05 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 64.64 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 383.80 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 220 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 110 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.060 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 689.44 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 103.37 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 374.82 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 179 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.051 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 578.93 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement 06/04/2020 = 75.65 mm = 119.02 kNm = 87.88 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 379.49 mm = 603.19 mm2 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 160 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Member M145 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460689.4/3804.2)1 = 262.89 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.14 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 29.71 Actual span / effective depth ratio = 12.38 SAFE Member M145 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.325 m Maximum shear force within zone, V = 113.18 kN v = (V/bvd) = 0.93 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.325 m to 4.999 m Maximum shear force within zone, V = 122.48 kN v = (V/bvd) = 1.01 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 06/04/2020 3.4.5.3 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.20 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M146 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M146 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.075 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 872.92 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 127.46 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 365.05 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 165 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 88.65 mm = 136.51 kNm = 183.03 kNm d = 400 mm d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.109 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 343.04 mm Asr = (M/0.87 fyz) = 1333.91 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement = 1472.62 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 169 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.065 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 749.49 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 111.01 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 370.28 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 193 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 96 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 88.65 mm = 136.51 kNm Member M146 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601333.9/31472.6)1 = 277.78 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.90 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 23.44 Actual span / effective depth ratio = 15.02 SAFE Member M146 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.575 m Maximum shear force within zone, V = 165.34 kN v = (V/bvd) = 1.37 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.78 1.00 / 1.25 = 0.65 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 99.33 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.575 m to 4.325 m Maximum shear force within zone, V = 84.38 kN v = (V/bvd) = 0.70 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.325 m to 5.999 m Maximum shear force within zone, V = 159.86 kN v = (V/bvd) = 1.33 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.05 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 06/04/2020 3.4.5.3 Member M147 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M147 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.103 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1251.20 mm2 Tension Bars provided = 4T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 174.69 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 349.04 mm = 1256.64 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.93 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 48 mm = (47000/fs) 300 = 154 mm = 48 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 118.20 mm = 175.33 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 274.53 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 48 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.167 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 126.90 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2214.23 mm2 06/04/2020 Tension Bars provided = 3T32 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 2412.74 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.79 % Compression Bars provided = 2T20 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 628.32 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 1.18 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 167 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 167.85 mm = 316.20 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.103 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1249.31 mm2 Tension Bars provided = 4T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 174.46 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 349.12 mm = 1256.64 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.93 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 48 mm = (47000/fs) 300 = 154 mm = 48 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section 06/04/2020 = 118.20 mm = 175.33 kNm OK Member M147 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602214.2/32412.7)1 = 281.44 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.79 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.15 3.4.6.6 Hence, modified span / effective depth ratio = 23.68 Actual span / effective depth ratio = 17.68 SAFE Member M147 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.815 m Maximum shear force within zone, V = 207.81 kN v = (V/bvd) = 1.72 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.22 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.815 m to 5.165 m Maximum shear force within zone, V = 101.64 kN v = (V/bvd) = 0.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 207.75 kN v = (V/bvd) = 1.72 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.16 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 06/04/2020 3.4.5.3 Member M148 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M148 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.041 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 463.05 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 71.44 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 187 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 94 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.061 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 699.55 mm2 Tension Bars provided = 4T16 06/04/2020 = 53.19 mm = 86.42 kNm = 104.76 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 374.39 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 176 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.050 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 562.05 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 85.93 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 382.21 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 154 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M148 Span 1 Detailed BS8110 Span / Effective Depth Check 06/04/2020 Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460699.6/3804.2)1 = 266.75 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.13 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 29.29 Actual span / effective depth ratio = 12.38 SAFE Member M148 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 3.875 m Maximum shear force within zone, V = 116.57 kN v = (V/bvd) = 0.96 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 98.91 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 3.875 m to 4.999 m Maximum shear force within zone, V = 122.36 kN v = (V/bvd) = 1.00 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.63 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M149 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M149 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section 06/04/2020 = 126.38 kNm Effective depth of tension reinforcement d = 402 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.074 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 365.40 mm Asr = (M/0.87 fyz) = 864.65 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement = 942.48 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 167 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.107 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1308.41 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 180.10 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 344.12 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 172 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section 06/04/2020 = 138.52 mm = 198.61 kNm OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.064 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 732.36 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 108.68 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 371.00 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 197 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 99 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M149 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601308.4/31472.6)1 = 272.47 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.92 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 23.81 Actual span / effective depth ratio = 15.02 SAFE Member M149 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.575 m Maximum shear force within zone, V = 163.91 kN v = (V/bvd) = 1.36 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 06/04/2020 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.69 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.575 m to 4.325 m Maximum shear force within zone, V = 82.95 kN v = (V/bvd) = 0.69 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.325 m to 5.999 m Maximum shear force within zone, V = 158.01 kN v = (V/bvd) = 1.31 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 90.94 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M150 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M150 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.099 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1198.58 mm2 06/04/2020 = 169.37 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 353.27 mm 3.4.5.3 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 154 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 264.00 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 46 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.160 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 50.96 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2138.29 mm2 Tension Bars provided = 3T32 Actual area of tension reinforcement = 2412.74 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.79 % Compression Bars provided = 2T16 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 402.12 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 0.75 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 64 mm = 173 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 189.12 mm = 306.33 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.099 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1206.11 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 170.28 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 352.95 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 153 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Member M150 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602138.3/32412.7)1 = 271.78 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.81 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.10 3.4.6.6 Hence, modified span / effective depth ratio = 23.27 Actual span / effective depth ratio = 17.68 SAFE Member M150 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.815 m Maximum shear force within zone, V = 202.74 kN v = (V/bvd) = 1.67 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 06/04/2020 vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 3.4.5.4 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.40 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.815 m to 5.165 m Maximum shear force within zone, V = 98.65 kN v = (V/bvd) = 0.83 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 203.00 kN v = (V/bvd) = 1.67 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 1.00 1.00 / 1.25 = 0.71 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M151 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M151 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. 06/04/2020 = 69.75 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 3.4.5.3 z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 452.10 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 153 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.062 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 708.28 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 105.96 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 374.02 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 174 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement 06/04/2020 = 75.65 mm = 119.02 kNm = 85.21 kNm d = 406 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.049 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 382.42 mm Asr = (M/0.87 fyz) = 557.08 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement = 565.49 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 156 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M151 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460708.3/3804.2)1 = 270.07 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.11 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.93 Actual span / effective depth ratio = 12.38 SAFE Member M151 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.425 m Maximum shear force within zone, V = 116.37 kN v = (V/bvd) = 0.96 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 92.57 mm2 2 area of links provided (2R8), Asv = 100.53 mm 06/04/2020 OK Minimum links zone: 0.425 m to 3.875 m Maximum shear force within zone, V = 92.33 kN v = (V/bvd) = 0.76 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 High shear zone: 3.875 m to 4.999 m Maximum shear force within zone, V = 122.56 kN v = (V/bvd) = 1.01 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.96 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M152 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M152 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.076 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 884.02 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 128.92 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 364.58 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 163 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.106 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1289.79 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 177.94 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 344.91 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 175 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.061 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 694.88 mm2 Tension Bars provided = 3T20 06/04/2020 = 138.52 mm = 198.61 kNm = 103.56 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 372.59 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 208 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 104 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M152 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2fy As req/3As prov)b) = (24601289.8/31472.6)1 = 268.59 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.93 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.08 Actual span / effective depth ratio = 15.02 SAFE Member M152 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.575 m Maximum shear force within zone, V = 163.96 kN v = (V/bvd) = 1.36 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.75 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.575 m to 4.325 m Maximum shear force within zone, V = 87.83 kN v = (V/bvd) = 0.73 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 06/04/2020 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 4.325 m to 5.999 m Maximum shear force within zone, V = 155.51 kN v = (V/bvd) = 1.29 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.07 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M153 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M153 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.098 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1183.35 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 167.52 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 353.91 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 26 mm = 156 mm Largest actual space between tension bars = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 257.19 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 46 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.156 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 2.31 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2089.64 mm2 Tension Bars provided = 3T32 Actual area of tension reinforcement = 2412.74 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.79 % Compression Bars provided = 2T16 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 402.12 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 0.75 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 177 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.098 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 189.12 mm = 306.33 kNm = 168.21 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 353.67 mm Asr = (M/0.87 fyz) = 1189.04 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 155 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Member M153 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602089.6/32412.7)1 = 265.60 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.83 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.10 3.4.6.6 Hence, modified span / effective depth ratio = 23.67 Actual span / effective depth ratio = 17.68 SAFE Member M153 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.815 m Maximum shear force within zone, V = 199.90 kN v = (V/bvd) = 1.65 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.14 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.815 m to 5.165 m Maximum shear force within zone, V v = (V/bvd) = 0.86 N/mm2 06/04/2020 = 102.33 kN 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 3.4.5.4 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 200.10 kN v = (V/bvd) = 1.65 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 70 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.29 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M154 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M154 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.038 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 421.99 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 64.78 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 383.80 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % = 25 mm = 88 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 219 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 110 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.062 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 712.63 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 106.56 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.84 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 173 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.052 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 586.69 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 75.65 mm = 119.02 kNm = 88.98 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 379.17 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 158 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Member M154 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460712.6/3804.2)1 = 271.73 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.11 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.76 Actual span / effective depth ratio = 12.38 SAFE Member M154 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.875 m Maximum shear force within zone, V = 114.63 kN v = (V/bvd) = 0.95 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 3.875 m to 4.999 m Maximum shear force within zone, V = 124.30 kN v = (V/bvd) = 1.03 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv 06/04/2020 3.4.5.3 = 96.32 mm2 3.4.5.3 area of links provided (2R8), Asv OK = 100.53 mm2 Member M155 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M155 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.046 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 521.78 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 80.13 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.91 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 166 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.064 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 53.19 mm = 86.42 kNm = 108.96 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.10 mm Asr = (M/0.87 fyz) = 730.11 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 169 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 413.51 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 63.80 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 168 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Member M155 Span 1 06/04/2020 = 42.55 mm = 70.00 kNm Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460730.1/3804.2)1 = 278.40 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.08 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.07 Actual span / effective depth ratio = 14.85 SAFE Member M155 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 105.14 kN v = (V/bvd) = 0.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M156 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M156 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.060 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 683.07 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 102.48 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 375.09 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 180 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.091 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1086.48 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 155.59 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 358.01 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 170 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.060 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 690.31 mm2 Tension Bars provided = 4T16 06/04/2020 = 113.47 mm = 170.31 kNm = 103.49 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 374.78 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 179 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M156 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601086.5/31206.4)1 = 276.19 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.96 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.97 Actual span / effective depth ratio = 17.33 SAFE Member M156 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.425 m Maximum shear force within zone, V = 126.17 kN v = (V/bvd) = 1.04 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 87.84 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 0.425 m to 6.575 m Maximum shear force within zone, V = 115.13 kN v = (V/bvd) = 0.95 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 06/04/2020 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 6.575 m to 6.999 m Maximum shear force within zone, V = 126.46 kN v = (V/bvd) = 1.04 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.33 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M157 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M157 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 256.66 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 39.60 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 59 mm = 270 mm Largest actual space between tension bars = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 135 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 433.06 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 66.81 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 160 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.033 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 370.81 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 06/04/2020 = 42.55 mm = 70.00 kNm = 57.21 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 59 mm = (47000/fs) 300 = 187 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M157 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460433.1/3452.4)1 = 293.57 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.23 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 31.96 Actual span / effective depth ratio = 12.32 SAFE Member M157 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 82.05 kN v = (V/bvd) = 0.67 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M158 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M158 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.018 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 198.44 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 30.62 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 262 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 131 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.021 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 235.15 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 36.28 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 94 mm = 221 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 111 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.016 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 173.96 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 26.84 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M158 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460235.1/3339.3)1 = 212.54 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.90 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 49.38 Actual span / effective depth ratio = 9.85 SAFE Member M158 Span 1 Detailed BS8110 Shear Reinforcement 06/04/2020 Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 57.22 kN v = (V/bvd) = 0.47 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M159 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M159 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.044 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 494.05 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 76.10 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.09 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 41 mm = 175 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.066 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 760.32 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 113.08 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.82 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 162 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 446.35 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 68.86 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 155 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension 06/04/2020 = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M159 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460760.3/3804.2)1 = 289.92 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.04 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.93 Actual span / effective depth ratio = 14.85 SAFE Member M159 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 105.26 kN v = (V/bvd) = 0.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M160 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M160 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section 06/04/2020 = 59.60 kNm 3.4.5.3 Effective depth of tension reinforcement d = 406 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.034 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 386.33 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement = 452.39 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 179 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.050 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 562.27 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 85.96 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 382.20 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 154 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section 06/04/2020 = 53.19 mm = 86.42 kNm OK Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 413.62 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 63.81 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 168 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M160 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460562.3/3565.5)1 = 304.92 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.09 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.43 Actual span / effective depth ratio = 13.55 SAFE Member M160 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.499 m Maximum shear force within zone, V = 91.65 kN v = (V/bvd) = 0.75 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 06/04/2020 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 Member M161 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M161 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.027 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 303.81 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 46.87 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 171 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 66.44 kNm d = 406 mm d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.038 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 430.66 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement = 452.39 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 161 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.029 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 328.47 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 50.68 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 158 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 31.91 mm = 53.15 kNm Member M161 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460430.7/3452.4)1 = 291.94 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.24 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 32.17 Actual span / effective depth ratio = 12.32 SAFE Member M161 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 79.29 kN v = (V/bvd) = 0.65 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.28 1.00 / 1.25 = 0.46 N/mm 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M162 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M162 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 267.16 mm2 Tension Bars provided = 3T12 06/04/2020 = 41.22 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm 3.4.5.3 = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 195 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 97 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.041 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 465.20 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 71.77 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 186 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.026 06/04/2020 = 53.19 mm = 86.42 kNm = 45.68 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 296.05 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 176 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M162 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460465.2/3565.5)1 = 252.28 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.35 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 35.01 Actual span / effective depth ratio = 12.32 SAFE Member M162 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 79.42 kN v = (V/bvd) = 0.65 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M163 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M163 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.026 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 287.23 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 44.31 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 181 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 91 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.032 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 358.74 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 55.35 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 Maximum area of tension reinforcement Actual % of tension reinforcement = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 193 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 97 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.026 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 290.84 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 44.87 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 179 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M163 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio 06/04/2020 = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460358.7/3452.4)1 = 243.18 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.51 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 39.39 Actual span / effective depth ratio = 9.85 SAFE Member M163 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 82.61 kN v = (V/bvd) = 0.68 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M164 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M164 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.071 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 816.27 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 119.97 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 367.45 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % = 25 mm = 82 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 177 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.111 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1363.76 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 186.44 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 341.77 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 165 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 772.18 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 138.52 mm = 198.61 kNm = 114.07 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 369.31 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 187 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 94 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M164 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601363.8/31472.6)1 = 284.00 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.89 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 23.02 Actual span / effective depth ratio = 15.02 SAFE Member M164 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.575 m Maximum shear force within zone, V = 163.99 kN v = (V/bvd) = 1.36 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.78 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.575 m to 4.325 m Maximum shear force within zone, V = 87.87 kN v = (V/bvd) = 0.73 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm 06/04/2020 3.4.5.3 minimum area of links = 0.4 bv sv / 0.87 fyv area of links provided (2R8), Asv OK = 96.60 mm2 = 100.53 mm 2 High shear zone: 4.325 m to 5.999 m Maximum shear force within zone, V = 162.02 kN v = (V/bvd) = 1.34 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 95.53 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M165 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M165 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.055 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 625.73 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 94.99 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.51 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 30 mm = 166 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 06/04/2020 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.082 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 968.07 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 140.57 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 363.02 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 36 mm = (47000/fs) 300 = 159 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.058 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 667.27 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 100.83 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 377.76 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 30 mm = 156 mm Largest actual space between tension bars = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M165 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460968.1/31005.3)1 = 295.31 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.95 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.74 Actual span / effective depth ratio = 13.61 SAFE Member M165 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.025 m Maximum shear force within zone, V = 139.36 kN v = (V/bvd) = 1.14 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.01 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.025 m to 4.375 m Maximum shear force within zone, V = 96.04 kN v = (V/bvd) = 0.79 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.375 m to 5.499 m Maximum shear force within zone, V v = (V/bvd) = 1.16 N/mm2 06/04/2020 = 141.48 kN 3.4.5.2 3.4.5.3 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 3.4.5.4 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 100.02 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M166 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M166 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.046 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 514.41 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 79.06 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 384.23 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 168 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 53.19 mm = 86.42 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.062 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 711.86 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 106.46 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.87 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 173 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.043 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 485.93 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 74.92 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.43 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 41 mm = 178 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M166 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460711.9/3804.2)1 = 271.44 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.11 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.79 Actual span / effective depth ratio = 12.38 SAFE Member M166 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.875 m Maximum shear force within zone, V = 120.29 kN v = (V/bvd) = 0.99 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.12 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 0.875 m to 4.625 m Maximum shear force within zone, V = 111.09 kN v = (V/bvd) = 0.91 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.37 1.00 / 1.25 = 0.51 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.53 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.625 m to 4.999 m Maximum shear force within zone, V = 118.64 kN v = (V/bvd) = 0.97 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv 06/04/2020 3.4.5.3 = 88.30 mm2 area of links provided (2R8), Asv OK = 100.53 mm2 Member M167 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M167 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 442.94 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 68.34 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 157 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 42.55 mm = 70.00 kNm = 114.34 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.43 mm Asr = (M/0.87 fyz) = 769.58 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 160 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 452.96 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 69.88 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 191 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 96 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Member M167 Span 1 06/04/2020 = 53.19 mm = 86.42 kNm Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460769.6/3804.2)1 = 293.45 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.02 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.59 Actual span / effective depth ratio = 12.38 SAFE Member M167 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.875 m Maximum shear force within zone, V = 119.16 kN v = (V/bvd) = 0.98 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.31 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 0.875 m to 3.875 m Maximum shear force within zone, V = 80.51 kN v = (V/bvd) = 0.66 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 3.875 m to 4.999 m Maximum shear force within zone, V = 119.77 kN v = (V/bvd) = 0.98 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 90.23 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M168 Span 1 Detailed BS8110 Design Requirements 06/04/2020 3.4.5.3 Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M168 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.027 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 302.25 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 46.63 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 172 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.032 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 359.49 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 55.46 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 193 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 96 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 274.33 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 42.32 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 190 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 95 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M168 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460359.5/3452.4)1 = 243.69 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.51 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 06/04/2020 Hence, modified span / effective depth ratio Actual span / effective depth ratio = 39.31 = 9.85 SAFE Member M168 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 83.55 kN v = (V/bvd) = 0.69 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.28 1.00 / 1.25 = 0.46 N/mm 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M169 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M169 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.070 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 810.14 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 119.16 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 367.71 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 82 mm = 178 mm Largest actual space between tension bars = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.109 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1332.55 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 182.88 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 343.10 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 169 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.066 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 762.25 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 06/04/2020 = 138.52 mm = 198.61 kNm = 112.73 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 369.74 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % = 25 mm Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 82 mm = (47000/fs) 300 = 189 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 95 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M169 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601332.6/31472.6)1 = 277.50 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.90 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 23.46 Actual span / effective depth ratio = 15.02 SAFE Member M169 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.575 m Maximum shear force within zone, V = 162.44 kN v = (V/bvd) = 1.35 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.01 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.575 m to 4.325 m Maximum shear force within zone, V = 86.31 kN v = (V/bvd) = 0.72 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 06/04/2020 3.4.5.3 High shear zone: 4.325 m to 5.999 m Maximum shear force within zone, V = 160.30 kN v = (V/bvd) = 1.33 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.56 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M170 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M170 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.054 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 613.76 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 93.30 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 380.02 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 30 mm = 169 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.082 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 962.26 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 139.82 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 363.27 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 36 mm = (47000/fs) 300 = 160 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.059 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 674.49 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 101.83 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 377.45 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 154 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension 06/04/2020 = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M170 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460962.3/31005.3)1 = 293.53 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.96 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.88 Actual span / effective depth ratio = 13.61 SAFE Member M170 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.025 m Maximum shear force within zone, V = 138.46 kN v = (V/bvd) = 1.14 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 95.74 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.025 m to 4.375 m Maximum shear force within zone, V = 98.27 kN v = (V/bvd) = 0.81 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK High shear zone: 4.375 m to 5.499 m Maximum shear force within zone, V = 141.56 kN v = (V/bvd) = 1.16 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 06/04/2020 3.4.5.3 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 100.13 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M171 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M171 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.045 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 507.88 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 78.11 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 384.50 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 171 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 53.19 mm = 86.42 kNm = 106.61 kNm d = 404 mm d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.062 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 373.82 mm Asr = (M/0.87 fyz) = 712.96 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement = 804.25 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 173 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.044 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 490.37 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 75.56 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.24 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 177 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 53.19 mm = 86.42 kNm Member M171 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460713.0/3804.2)1 = 271.86 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.11 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.74 Actual span / effective depth ratio = 12.38 SAFE Member M171 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.875 m Maximum shear force within zone, V = 119.97 kN v = (V/bvd) = 0.99 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.46 1.00 / 1.25 = 0.55 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 90.57 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 0.875 m to 4.625 m Maximum shear force within zone, V = 111.41 kN v = (V/bvd) = 0.91 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 98.17 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK High shear zone: 4.625 m to 4.999 m Maximum shear force within zone, V = 118.96 kN v = (V/bvd) = 0.98 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.84 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 06/04/2020 Member M172 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M172 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 438.14 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 67.60 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 158 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 770.24 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement 06/04/2020 = 42.55 mm = 70.00 kNm = 114.43 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.40 mm = 804.25 mm2 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 160 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.041 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 456.60 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 70.44 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 190 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 95 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M172 Span 1 Detailed BS8110 Span / Effective Depth Check 06/04/2020 Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460770.2/3804.2)1 = 293.70 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.02 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.57 Actual span / effective depth ratio = 12.38 SAFE Member M172 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.875 m Maximum shear force within zone, V = 118.90 kN v = (V/bvd) = 0.98 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.86 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 0.875 m to 3.875 m Maximum shear force within zone, V = 80.77 kN v = (V/bvd) = 0.67 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 3.875 m to 4.999 m Maximum shear force within zone, V = 120.03 kN v = (V/bvd) = 0.99 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 90.68 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M173 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m 06/04/2020 Rectangular section 3.4.5.3 Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M173 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.019 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 209.99 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 32.40 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 248 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 124 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.021 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 235.88 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 31.91 mm = 53.15 kNm = 36.39 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % = 25 mm = 94 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 220 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 110 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.014 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 160.94 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 24.83 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M173 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460235.9/3339.3)1 = 213.20 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.89 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 49.24 Actual span / effective depth ratio = 9.85 SAFE 06/04/2020 Member M173 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 58.16 kN v = (V/bvd) = 0.48 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M174 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M174 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.043 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 488.32 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 75.27 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.33 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 177 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension 06/04/2020 = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.064 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 733.51 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 109.43 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 372.95 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 168 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 438.99 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 75.65 mm = 119.02 kNm = 67.73 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 41 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 158 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M174 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460733.5/3804.2)1 = 279.69 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.07 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.94 Actual span / effective depth ratio = 14.85 SAFE Member M174 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 103.68 kN v = (V/bvd) = 0.85 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M175 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M175 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.034 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 377.64 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 58.26 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 184 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 92 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.049 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 556.96 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 85.20 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 382.43 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 41 mm = 156 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 06/04/2020 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 418.04 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 64.50 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 166 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M175 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460557.0/3565.5)1 = 302.04 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.11 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.75 Actual span / effective depth ratio = 13.55 SAFE Member M175 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.499 m 06/04/2020 Maximum shear force within zone, V = 91.61 kN v = (V/bvd) = 0.75 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M176 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M176 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.026 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 295.37 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 45.57 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 176 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section 06/04/2020 = 31.91 mm = 53.15 kNm OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.038 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 431.86 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 66.63 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 161 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.030 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 334.53 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 51.61 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 94 mm = 155 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension 06/04/2020 = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M176 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460431.9/3452.4)1 = 292.75 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.23 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 32.06 Actual span / effective depth ratio = 12.32 SAFE Member M176 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 79.74 kN v = (V/bvd) = 0.65 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M177 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M177 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 40.78 kNm d = 406 mm d' = 58 mm 3.4.5.3 Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 264.30 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement = 339.29 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 197 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 98 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.042 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 465.90 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 71.88 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 186 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 53.19 mm = 86.42 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.027 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 297.51 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 45.90 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 175 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M177 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460465.9/3565.5)1 = 252.66 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.34 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 34.95 Actual span / effective depth ratio = 12.32 SAFE Member M177 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 79.55 kN v = (V/bvd) = 0.65 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links 06/04/2020 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M226 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M226 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.049 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 559.58 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 85.57 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 382.31 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 155 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.066 06/04/2020 = 53.19 mm = 86.42 kNm = 112.56 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 756.46 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 371.98 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 163 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.036 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 403.85 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 62.31 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 172 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 42.55 mm = 70.00 kNm Member M226 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460756.5/3804.2)1 = 288.45 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.04 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.07 Actual span / effective depth ratio = 14.85 SAFE Member M226 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 110.99 kN v = (V/bvd) = 0.91 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M227 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M227 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.061 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 696.09 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement 06/04/2020 = 104.28 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 374.54 mm = 804.25 mm2 3.4.5.3 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 177 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.091 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1092.21 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 156.30 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 357.77 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 169 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section = 113.47 mm = 170.31 kNm OK Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.062 K K' hence compression steel not required. 06/04/2020 = 105.72 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 706.49 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 374.10 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 174 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M227 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601092.2/31206.4)1 = 277.64 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.96 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.86 Actual span / effective depth ratio = 17.33 SAFE Member M227 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.725 m Maximum shear force within zone, V = 129.92 kN v = (V/bvd) = 1.07 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.24 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 0.725 m to 6.125 m Maximum shear force within zone, V 06/04/2020 = 100.68 kN v = (V/bvd) = 0.83 N/mm2 3.4.5.2 2 0.8 fcu and 5 N/mm hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 3.4.5.4 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 6.125 m to 6.999 m Maximum shear force within zone, V = 130.33 kN v = (V/bvd) = 1.08 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.94 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M228 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M228 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.022 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 250.73 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 38.68 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 59 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 277 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 138 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.042 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 465.75 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 71.86 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 186 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 414.82 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 53.19 mm = 86.42 kNm = 64.00 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 167 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M228 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460465.7/3565.5)1 = 252.58 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.34 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 34.96 Actual span / effective depth ratio = 12.32 SAFE Member M228 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 89.15 kN v = (V/bvd) = 0.73 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M229 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M229 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.087 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1030.99 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 148.61 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 360.36 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 179 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.118 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1466.76 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 113.47 mm = 170.31 kNm = 197.96 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 337.41 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % = 25 mm = 75 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 154 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.063 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 719.11 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 107.45 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.56 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 171 mm = 67 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M229 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601466.8/31472.6)1 = 305.45 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.83 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 21.68 Actual span / effective depth ratio = 15.02 SAFE Member M229 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.555 m Maximum shear force within zone, V = 183.72 kN v = (V/bvd) = 1.52 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 89.41 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.555 m to 4.355 m Maximum shear force within zone, V = 95.40 kN v = (V/bvd) = 0.80 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK High shear zone: 4.355 m to 5.999 m Maximum shear force within zone, V = 170.00 kN v = (V/bvd) = 1.40 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 90 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.62 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M230 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M230 Span 1 Detailed BS8110 Main Reinforcement 06/04/2020 3.4.5.3 Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.112 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1372.81 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 187.47 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 341.39 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 164 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 288.91 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 51 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.175 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 231.89 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2319.22 mm2 Tension Bars provided = 3T32 Actual area of tension reinforcement = 2412.74 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.79 % Compression Bars provided = 2T25 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 06/04/2020 = 981.75 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 1.84 % = 25 mm Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 64 mm = (47000/fs) 300 = 159 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 134.60 mm = 327.68 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.112 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1372.60 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 187.44 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 341.40 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 164 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Member M230 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602319.2/32412.7)1 = 294.78 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.77 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.22 3.4.6.6 Hence, modified span / effective depth ratio = 24.21 Actual span / effective depth ratio = 17.68 SAFE 06/04/2020 Member M230 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.775 m Maximum shear force within zone, V = 223.13 kN v = (V/bvd) = 1.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 60 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.43 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.775 m to 5.165 m Maximum shear force within zone, V = 107.48 kN v = (V/bvd) = 0.90 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 223.12 kN v = (V/bvd) = 1.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 60 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.43 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M231 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M231 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 431.37 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 66.22 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 383.80 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 286 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 143 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.069 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 798.00 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 118.17 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 370.22 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 154 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension 06/04/2020 = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.061 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 703.29 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 105.28 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 374.23 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 175 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M231 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460798.0/3804.2)1 = 304.28 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.98 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.59 Actual span / effective depth ratio = 12.38 SAFE Member M231 Span 1 Detailed BS8110 Shear Reinforcement 06/04/2020 High shear zone: 0.001 m to 0.200 m Maximum shear force within zone, V = 124.72 kN v = (V/bvd) = 1.03 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 99.58 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 0.200 m to 0.833 m Maximum shear force within zone, V = 120.42 kN v = (V/bvd) = 0.99 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 150 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 82.80 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 Minimum links zone: 0.833 m to 3.750 m Maximum shear force within zone, V = 101.02 kN v = (V/bvd) = 0.83 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 3.750 m to 4.999 m Maximum shear force within zone, V = 140.34 kN v = (V/bvd) = 1.16 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.36 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M232 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 06/04/2020 3.4.5.3 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M232 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.090 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1075.19 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 154.18 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 358.49 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 172 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.124 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1567.32 mm2 Tension Bars provided = 5T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 06/04/2020 = 113.47 mm = 170.31 kNm = 210.43 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 335.66 mm = 1570.80 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.16 % = 25 mm Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 31 mm = (47000/fs) 300 = 154 mm = 31 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 147.75 mm = 210.81 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 777.84 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 115.45 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.08 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 158 mm = 67 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M232 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601567.3/31570.8)1 = 305.99 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.82 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 21.37 Actual span / effective depth ratio = 14.93 SAFE 06/04/2020 Member M232 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 2.035 m Maximum shear force within zone, V = 190.58 kN v = (V/bvd) = 1.57 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 = 95.66 mm2 Minimum links zone: 2.035 m to 4.365 m Maximum shear force within zone, V = 87.38 kN v = (V/bvd) = 0.72 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.30 0.33 1.000.25 / 1.25 = 0.77 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK High shear zone: 4.365 m to 5.999 m Maximum shear force within zone, V = 177.67 kN v = (V/bvd) = 1.47 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.76 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M233 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M233 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.118 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1474.15 mm2 Tension Bars provided = 5T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 200.25 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 339.60 mm = 1570.80 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.16 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 31 mm = (47000/fs) 300 = 163 mm = 31 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 147.75 mm = 210.81 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 314.47 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 48 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.191 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 413.85 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2501.18 mm2 Tension Bars provided = 4T32 Actual area of tension reinforcement = 3216.99 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 2.38 % Compression Bars provided = 2T20 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement 06/04/2020 = 628.32 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 1.18 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 32 mm = (47000/fs) 300 = 197 mm = 32 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 99 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 243.50 mm = 384.05 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.118 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1470.33 mm2 Tension Bars provided = 5T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 199.83 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 339.76 mm = 1570.80 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.16 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 31 mm = (47000/fs) 300 = 164 mm = 31 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 147.75 mm = 210.81 kNm Member M233 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602501.2/33217.0)1 = 238.43 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.81 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.15 3.4.6.6 06/04/2020 Hence, modified span / effective depth ratio Actual span / effective depth ratio = 24.28 = 17.68 SAFE Member M233 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.775 m Maximum shear force within zone, V = 236.26 kN v = (V/bvd) = 1.96 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 1.30 1.00 / 1.25 = 0.77 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 60 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 98.28 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.775 m to 5.165 m Maximum shear force within zone, V = 117.07 kN v = (V/bvd) = 0.99 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.71 0.33 1.010.25 / 1.25 = 0.99 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 236.14 kN v = (V/bvd) = 1.96 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.30 0.33 1.000.25 / 1.25 = 0.77 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 60 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 98.20 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M234 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M234 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.042 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 467.85 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 71.82 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 383.80 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 263 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 132 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.071 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 816.63 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 120.02 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 367.43 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 82 mm = 177 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.061 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 701.44 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 105.02 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 374.31 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 176 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M234 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460816.6/3942.5)1 = 265.72 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.07 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.86 Actual span / effective depth ratio = 12.44 SAFE Member M234 Span 1 Detailed BS8110 Shear Reinforcement 06/04/2020 High shear zone: 0.001 m to 0.900 m Maximum shear force within zone, V = 127.83 kN v = (V/bvd) = 1.05 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 75.55 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 0.900 m to 4.000 m Maximum shear force within zone, V = 98.09 kN v = (V/bvd) = 0.81 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK High shear zone: 4.000 m to 4.999 m Maximum shear force within zone, V = 141.10 kN v = (V/bvd) = 1.16 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.45 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M235 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M235 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section 06/04/2020 = 151.75 kNm 3.4.5.3 Effective depth of tension reinforcement d = 404 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.089 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 359.31 mm Asr = (M/0.87 fyz) = 1055.87 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement = 1206.37 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 175 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.122 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1535.23 mm2 Tension Bars provided = 5T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 206.96 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 337.02 mm = 1570.80 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.16 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 31 mm = (47000/fs) 300 = 157 mm = 31 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section 06/04/2020 = 147.75 mm = 210.81 kNm OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.066 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 765.98 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 113.85 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.58 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 161 mm = 67 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M235 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601535.2/31570.8)1 = 299.72 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.84 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 21.73 Actual span / effective depth ratio = 14.93 SAFE Member M235 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.555 m Maximum shear force within zone, V = 188.50 kN v = (V/bvd) = 1.56 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 06/04/2020 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.77 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.555 m to 4.365 m Maximum shear force within zone, V = 98.22 kN v = (V/bvd) = 0.81 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.30 0.33 1.000.25 / 1.25 = 0.77 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.365 m to 5.999 m Maximum shear force within zone, V = 175.87 kN v = (V/bvd) = 1.45 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 92.12 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M236 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M236 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.115 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1426.27 mm2 06/04/2020 = 193.48 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 339.13 mm 3.4.5.3 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 158 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 302.19 kNm Effective depth of tension reinforcement d = 392 mm Depth to compression reinforcement d' = 51 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.187 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 304.54 mm x = (d-z)/0.45 = 194.36 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 369.63 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2435.88 mm2 Tension Bars provided = 2T40 Actual area of tension reinforcement = 2513.27 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.86 % Compression Bars provided = 2T25 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 981.75 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 1.86 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 144 mm = 158 mm = 144 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 144.06 mm = 334.54 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.116 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1439.90 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 194.99 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 338.55 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 157 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Member M236 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602435.9/32513.3)1 = 297.22 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.75 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.22 3.4.6.6 Hence, modified span / effective depth ratio = 23.78 Actual span / effective depth ratio = 17.86 SAFE Member M236 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.775 m Maximum shear force within zone, V = 230.17 kN v = (V/bvd) = 1.92 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 06/04/2020 vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 3.4.5.4 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 60 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.30 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.775 m to 5.165 m Maximum shear force within zone, V = 113.57 kN v = (V/bvd) = 0.97 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 2.14 0.33 1.020.25 / 1.25 = 0.92 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 230.61 kN v = (V/bvd) = 1.92 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 1.23 1.00 / 1.25 = 0.76 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 60 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M237 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M237 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.041 K K' hence compression steel not required. 06/04/2020 = 71.00 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 3.4.5.3 z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 462.49 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 383.80 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 267 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 133 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.071 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 821.24 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 120.64 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 367.24 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 176 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement 06/04/2020 = 88.65 mm = 136.51 kNm = 104.62 kNm d = 404 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.061 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 374.43 mm Asr = (M/0.87 fyz) = 698.51 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement = 804.25 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 176 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M237 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460821.2/3942.5)1 = 267.22 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.07 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.71 Actual span / effective depth ratio = 12.44 SAFE Member M237 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.900 m Maximum shear force within zone, V = 127.74 kN v = (V/bvd) = 1.05 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 75.43 mm2 2 area of links provided (2R8), Asv = 100.53 mm 06/04/2020 OK Minimum links zone: 0.900 m to 4.000 m Maximum shear force within zone, V = 98.17 kN v = (V/bvd) = 0.81 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 High shear zone: 4.000 m to 4.999 m Maximum shear force within zone, V = 141.19 kN v = (V/bvd) = 1.16 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.57 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M238 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M238 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.089 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1065.78 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 153.00 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 358.89 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 173 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.120 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1510.53 mm2 Tension Bars provided = 5T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 204.26 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 338.06 mm = 1570.80 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.16 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 31 mm = (47000/fs) 300 = 159 mm = 31 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.064 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 736.58 mm2 Tension Bars provided = 4T16 06/04/2020 = 147.75 mm = 210.81 kNm = 109.85 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 372.82 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 167 mm = 67 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M238 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601510.5/31570.8)1 = 294.90 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.85 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 22.02 Actual span / effective depth ratio = 14.93 SAFE Member M238 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.555 m Maximum shear force within zone, V = 187.93 kN v = (V/bvd) = 1.55 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.25 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.555 m to 4.365 m Maximum shear force within zone, V = 103.36 kN v = (V/bvd) = 0.86 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 06/04/2020 = 0.79 1.30 0.33 1.000.25 / 1.25 = 0.77 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 4.365 m to 5.999 m Maximum shear force within zone, V = 173.54 kN v = (V/bvd) = 1.43 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 90.00 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M239 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M239 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.114 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1399.52 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 190.48 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 340.26 mm = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 75 mm = 161 mm Largest actual space between tension bars = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Sagging: at 3.500 m from the start of the member Moment applied to section = 294.74 kNm Effective depth of tension reinforcement d = 396 mm Depth to compression reinforcement d' = 51 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.179 K > K' hence compression steel required. z = d ( 0.5 + [ 0.25 - (K'/0.9)]0.5) 0.95d = 307.65 mm x = (d-z)/0.45 = 196.34 mm As' = ((K-K') f cubd2/0.87 fy (d - d')) = 274.07 mm2 2 Asr = (K'fcubd /0.87 fyz) + As' = 2361.40 mm2 Tension Bars provided = 3T32 Actual area of tension reinforcement = 2412.74 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 1.79 % Compression Bars provided = 2T25 Actual area of compression reinforcement Minimum area of compression reinforcement 3.12.5.3 Maximum area of compression reinforcement Actual % of compression reinforcement = 981.75 mm2 = 0.4 % Acc = 4 % 3.12.6.1 = 1.84 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 64 mm = (47000/fs) 300 = 157 mm = 64 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.115 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 134.60 mm = 327.68 kNm = 192.14 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 339.63 mm Asr = (M/0.87 fyz) = 1414.35 mm2 Tension Bars provided = 3T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 1472.62 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.09 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 75 mm = (47000/fs) 300 = 160 mm = 75 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 138.52 mm = 198.61 kNm Member M239 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24602361.4/32412.7)1 = 300.14 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.76 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.22 3.4.6.6 Hence, modified span / effective depth ratio = 23.89 Actual span / effective depth ratio = 17.68 SAFE Member M239 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.775 m Maximum shear force within zone, V = 226.76 kN v = (V/bvd) = 1.89 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 60 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.94 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.775 m to 5.165 m Maximum shear force within zone, V v = (V/bvd) = 0.99 N/mm2 06/04/2020 = 117.98 kN 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 2.03 0.33 1.010.25 / 1.25 = 0.90 N/mm 2 3.4.5.4 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 5.165 m to 6.999 m Maximum shear force within zone, V = 227.24 kN v = (V/bvd) = 1.90 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.23 0.33 1.000.25 / 1.25 = 0.76 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 60 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.27 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M240 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M240 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 436.46 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 67.01 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 383.80 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % = 25 mm = 53 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 282 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 141 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.071 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 824.48 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 121.07 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 367.10 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 175 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.063 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 721.29 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 88.65 mm = 136.51 kNm = 107.75 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.47 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 171 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M240 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460824.5/3942.5)1 = 268.27 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.06 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.61 Actual span / effective depth ratio = 12.44 SAFE Member M240 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.200 m Maximum shear force within zone, V = 126.32 kN v = (V/bvd) = 1.04 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.09 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 0.200 m to 0.833 m Maximum shear force within zone, V = 122.58 kN v = (V/bvd) = 1.01 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 125 mm minimum area of links = 0.4 bv sv / 0.87 fyv 06/04/2020 3.4.5.3 = 69.00 mm2 area of links provided (2R8), Asv OK = 100.53 mm2 Minimum links zone: 0.833 m to 4.167 m Maximum shear force within zone, V = 116.46 kN v = (V/bvd) = 0.97 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.52 0.33 1.000.25 / 1.25 = 0.57 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 69.00 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 High shear zone: 4.167 m to 4.999 m Maximum shear force within zone, V = 142.61 kN v = (V/bvd) = 1.18 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M241 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M241 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.053 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 608.41 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement 06/04/2020 = 92.54 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 380.25 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 171 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.072 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 833.63 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 122.28 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 366.71 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 173 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.038 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 429.37 mm2 06/04/2020 = 88.65 mm = 136.51 kNm = 66.24 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 161 mm = 73 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M241 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460833.6/3942.5)1 = 271.25 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.05 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.33 Actual span / effective depth ratio = 14.93 SAFE Member M241 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 117.30 kN v = (V/bvd) = 0.96 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M242 Span 1 Detailed BS8110 Design Requirements 06/04/2020 3.4.5.3 Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M242 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.066 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 765.88 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 113.83 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.58 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 161 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.103 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1248.85 mm2 Tension Bars provided = 4T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 75.65 mm = 119.02 kNm = 174.41 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 349.14 mm = 1256.64 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.93 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 48 mm = (47000/fs) 300 = 154 mm = 48 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 118.20 mm = 175.33 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.067 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 778.15 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 115.50 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.06 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 158 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M242 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601248.9/31256.6)1 = 304.77 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.87 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 06/04/2020 Hence, modified span / effective depth ratio Actual span / effective depth ratio = 22.60 = 17.41 SAFE Member M242 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.275 m Maximum shear force within zone, V = 139.58 kN v = (V/bvd) = 1.15 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.66 1.00 / 1.25 = 0.62 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 92.28 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.275 m to 5.625 m Maximum shear force within zone, V = 86.49 kN v = (V/bvd) = 0.72 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 5.625 m to 6.999 m Maximum shear force within zone, V = 140.05 kN v = (V/bvd) = 1.16 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 92.95 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M243 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M243 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 260.03 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 40.12 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 267 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 133 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.043 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 480.33 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 42.55 mm = 70.00 kNm = 74.10 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars = (47000/f s) 300 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = 385.67 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % = 25 mm = 41 mm = 180 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 435.04 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 67.12 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 159 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M243 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460480.3/3565.5)1 = 260.49 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.30 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 33.86 Actual span / effective depth ratio = 12.32 SAFE Member M243 Span 1 Detailed BS8110 Shear Reinforcement 06/04/2020 Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 91.43 kN v = (V/bvd) = 0.75 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M244 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M244 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.022 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 250.65 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 38.67 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 94 mm = 207 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 104 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 256.22 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 39.53 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 203 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 101 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.014 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 162.57 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 25.08 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension 06/04/2020 = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M244 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460256.2/3339.3)1 = 231.59 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.75 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 45.59 Actual span / effective depth ratio = 9.85 SAFE Member M244 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 64.47 kN v = (V/bvd) = 0.53 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M245 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M245 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section 06/04/2020 = 85.11 kNm 3.4.5.3 Effective depth of tension reinforcement d = 406 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.049 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 382.45 mm Asr = (M/0.87 fyz) = 556.32 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement = 565.49 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 156 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.075 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 866.58 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 126.63 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 365.32 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 167 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section 06/04/2020 = 88.65 mm = 136.51 kNm OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.044 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 493.04 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 75.95 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.13 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 176 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M245 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460866.6/3942.5)1 = 281.97 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.01 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.33 Actual span / effective depth ratio = 14.93 SAFE Member M245 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 116.38 kN v = (V/bvd) = 0.96 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 06/04/2020 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 98.55 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M246 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M246 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.038 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 425.54 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 65.65 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 163 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 42.55 mm = 70.00 kNm = 95.68 kNm d = 406 mm d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.055 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 379.31 mm Asr = (M/0.87 fyz) = 630.63 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement = 678.58 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 165 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.041 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 464.07 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 63.83 mm = 102.41 kNm = 71.60 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars = 25 mm = 41 mm Maximum spacing of tension bars = (47000/f s) 300 3.12.11.2.4 Largest actual space between tension bars = 187 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 53.19 mm = 86.42 kNm Member M246 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460630.6/3678.6)1 = 285.00 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.11 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.97 Actual span / effective depth ratio = 13.55 SAFE Member M246 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.499 m Maximum shear force within zone, V = 101.04 kN v = (V/bvd) = 0.83 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.46 1.00 / 1.25 = 0.55 N/mm 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M247 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M247 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.030 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 341.61 mm2 Tension Bars provided = 4T12 06/04/2020 = 52.70 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm 3.4.5.3 = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 203 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 101 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.042 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 475.86 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 73.42 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 182 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 91 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.032 06/04/2020 = 53.19 mm = 86.42 kNm = 55.90 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 362.32 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 191 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 96 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M247 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460475.9/3565.5)1 = 258.06 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.32 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 34.19 Actual span / effective depth ratio = 12.32 SAFE Member M247 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 86.67 kN v = (V/bvd) = 0.71 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M248 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M248 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.025 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 276.15 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 42.60 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 188 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 94 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.046 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 523.46 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 80.37 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.84 mm = 565.49 mm2 = 0.13 % 3.12.5.3 Maximum area of tension reinforcement Actual % of tension reinforcement = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 166 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.030 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 337.62 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 52.09 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 154 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M248 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio 06/04/2020 = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460523.5/3565.5)1 = 283.88 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.19 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 30.87 Actual span / effective depth ratio = 12.32 SAFE Member M248 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 87.92 kN v = (V/bvd) = 0.72 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M249 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M249 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.034 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 386.30 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 59.60 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 59 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 179 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.036 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 401.53 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 61.95 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 173 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 272.12 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 42.55 mm = 70.00 kNm = 41.98 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 255 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 127 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M249 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460401.5/3452.4)1 = 272.19 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.34 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 34.91 Actual span / effective depth ratio = 9.85 SAFE Member M249 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 96.48 kN v = (V/bvd) = 0.79 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M250 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M250 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.081 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 954.16 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 138.78 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 363.61 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 36 mm = (47000/fs) 300 = 161 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.127 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1611.29 mm2 Tension Bars provided = 4T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 94.56 mm = 145.35 kNm = 213.53 kNm d = 400 mm d' = 58 mm = 0.156 3.4.4.4 = 331.30 mm = 1963.50 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.45 % = 25 mm = 41 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 187 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 184.69 mm = 248.49 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.074 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 867.86 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 127.49 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 367.27 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 36 mm = (47000/fs) 300 = 178 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Member M250 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601611.3/31963.5)1 = 251.66 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.90 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 23.41 Actual span / effective depth ratio = 15.02 SAFE Member M250 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.555 m Maximum shear force within zone, V = 186.49 kN v = (V/bvd) = 1.54 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.53 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.555 m to 4.365 m Maximum shear force within zone, V = 101.92 kN v = (V/bvd) = 0.85 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.64 0.33 1.000.25 / 1.25 = 0.83 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK High shear zone: 4.365 m to 5.999 m Maximum shear force within zone, V = 182.73 kN v = (V/bvd) = 1.51 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.11 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M251 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M251 Span 1 Detailed BS8110 Main Reinforcement 06/04/2020 3.4.5.3 Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.063 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 719.74 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 107.54 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.53 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 171 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.093 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1119.64 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 159.71 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 356.61 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 26 mm = 165 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension 06/04/2020 = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.068 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 785.98 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 116.55 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 370.73 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 157 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M251 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601119.6/31206.4)1 = 284.62 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.94 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.32 Actual span / effective depth ratio = 13.61 SAFE Member M251 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.475 m Maximum shear force within zone, V 06/04/2020 = 156.93 kN v = (V/bvd) = 1.29 N/mm2 3.4.5.2 2 0.8 fcu and 5 N/mm hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 3.4.5.4 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.58 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.475 m to 4.025 m Maximum shear force within zone, V = 86.85 kN v = (V/bvd) = 0.72 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.025 m to 5.499 m Maximum shear force within zone, V = 160.21 kN v = (V/bvd) = 1.32 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.31 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M252 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M252 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence 06/04/2020 K' = 89.21 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 3.4.5.3 K = (M/bd2 fcu) = 0.052 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 588.30 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 379.10 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 157 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.071 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 821.01 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 120.61 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 367.25 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 176 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member 06/04/2020 = 88.65 mm = 136.51 kNm Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.050 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 569.01 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 86.47 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 379.92 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 162 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Member M252 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460821.0/3942.5)1 = 267.14 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.07 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.72 Actual span / effective depth ratio = 12.44 SAFE Member M252 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.900 m Maximum shear force within zone, V = 135.01 kN v = (V/bvd) = 1.11 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 spacing provided, sv 06/04/2020 3.4.5.3 = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv area of links provided (2R8), Asv OK = 95.51 mm2 = 100.53 mm 2 Minimum links zone: 0.900 m to 4.000 m Maximum shear force within zone, V = 92.00 kN v = (V/bvd) = 0.76 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 High shear zone: 4.000 m to 4.999 m Maximum shear force within zone, V = 133.92 kN v = (V/bvd) = 1.10 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.95 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M253 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M253 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.041 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 464.48 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement 06/04/2020 = 71.66 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 Maximum area of tension reinforcement Actual % of tension reinforcement = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 187 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.077 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 903.12 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 131.41 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 363.77 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 160 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.048 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 88.65 mm = 136.51 kNm = 82.41 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.25 mm Asr = (M/0.87 fyz) = 537.57 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 161 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M253 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460903.1/3942.5)1 = 293.86 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.97 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.29 Actual span / effective depth ratio = 12.44 SAFE Member M253 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.900 m Maximum shear force within zone, V = 132.32 kN v = (V/bvd) = 1.09 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 92.96 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 0.900 m to 4.000 m Maximum shear force within zone, V v = (V/bvd) = 0.78 N/mm2 06/04/2020 = 93.60 kN 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 3.4.5.4 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 4.000 m to 4.999 m Maximum shear force within zone, V = 136.61 kN v = (V/bvd) = 1.12 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 99.05 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M254 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M254 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.035 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 396.45 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 61.16 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 59 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 175 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.036 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 402.61 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 62.11 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 172 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 259.81 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 42.55 mm = 70.00 kNm = 40.08 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 267 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 133 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M254 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460402.6/3452.4)1 = 272.92 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.34 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 34.81 Actual span / effective depth ratio = 9.85 SAFE Member M254 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 97.34 kN v = (V/bvd) = 0.80 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M255 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M255 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.080 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 944.55 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 137.53 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 364.02 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 36 mm = (47000/fs) 300 = 163 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.123 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1558.39 mm2 Tension Bars provided = 5T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 209.47 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 336.04 mm = 1570.80 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.16 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 31 mm = 154 mm Largest actual space between tension bars = 31 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 147.75 mm = 210.81 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.073 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 855.60 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 125.87 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 367.78 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 36 mm = (47000/fs) 300 = 180 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Member M255 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601558.4/31570.8)1 = 304.25 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.83 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 21.47 Actual span / effective depth ratio = 14.93 SAFE Member M255 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.555 m Maximum shear force within zone, V = 184.61 kN v = (V/bvd) = 1.52 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.83 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.555 m to 4.365 m Maximum shear force within zone, V = 100.05 kN v = (V/bvd) = 0.83 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.30 0.33 1.000.25 / 1.25 = 0.77 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK High shear zone: 4.365 m to 5.999 m Maximum shear force within zone, V = 180.73 kN v = (V/bvd) = 1.49 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 80 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.28 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M256 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M256 Span 1 Detailed BS8110 Main Reinforcement 06/04/2020 3.4.5.3 Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.062 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 709.55 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 106.14 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 373.97 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 174 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.093 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1113.09 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 158.90 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 356.89 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 26 mm = 166 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.068 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 789.23 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 116.99 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 370.59 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 156 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Member M256 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601113.1/31206.4)1 = 282.95 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.94 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.44 Actual span / effective depth ratio = 13.61 SAFE Member M256 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.475 m Maximum shear force within zone, V = 156.11 kN v = (V/bvd) = 1.29 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 06/04/2020 vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 3.4.5.4 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 92.65 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.475 m to 4.025 m Maximum shear force within zone, V = 82.35 kN v = (V/bvd) = 0.68 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 1.00 0.33 1.000.25 / 1.25 = 0.71 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 4.025 m to 5.499 m Maximum shear force within zone, V = 160.06 kN v = (V/bvd) = 1.32 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.66 1.00 / 1.25 = 0.62 N/mm (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 97.14 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M257 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M257 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.052 K K' hence compression steel not required. 06/04/2020 = 88.53 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 3.4.5.3 z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 583.48 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 379.30 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 158 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.071 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 821.75 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 120.70 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 367.22 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 176 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement 06/04/2020 = 88.65 mm = 136.51 kNm = 86.96 kNm d = 404 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.051 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 379.77 mm Asr = (M/0.87 fyz) = 572.43 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement = 603.19 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 161 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Member M257 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460821.8/3942.5)1 = 267.38 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.07 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.70 Actual span / effective depth ratio = 12.44 SAFE Member M257 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.900 m Maximum shear force within zone, V = 134.78 kN v = (V/bvd) = 1.11 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 95.18 mm2 2 area of links provided (2R8), Asv = 100.53 mm 06/04/2020 OK Minimum links zone: 0.900 m to 4.000 m Maximum shear force within zone, V = 91.77 kN v = (V/bvd) = 0.76 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 High shear zone: 4.000 m to 4.999 m Maximum shear force within zone, V = 134.15 kN v = (V/bvd) = 1.11 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.28 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M258 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M258 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.041 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 461.16 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 71.15 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 188 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 94 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.077 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 903.46 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 131.46 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 363.76 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 160 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.048 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 540.50 mm2 Tension Bars provided = 5T12 06/04/2020 = 88.65 mm = 136.51 kNm = 82.83 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.12 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 160 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M258 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460903.5/3942.5)1 = 293.97 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.97 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.28 Actual span / effective depth ratio = 12.44 SAFE Member M258 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.900 m Maximum shear force within zone, V = 132.13 kN v = (V/bvd) = 1.08 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 92.69 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 0.900 m to 4.000 m Maximum shear force within zone, V = 93.79 kN v = (V/bvd) = 0.78 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 06/04/2020 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 4.000 m to 4.999 m Maximum shear force within zone, V = 136.80 kN v = (V/bvd) = 1.12 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 125 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 99.31 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M259 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M259 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 258.86 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 39.94 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 94 mm = 201 mm Largest actual space between tension bars = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 100 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 257.38 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 39.71 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 202 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 101 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.014 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 152.05 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 06/04/2020 = 31.91 mm = 53.15 kNm = 23.46 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % = 25 mm Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M259 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460257.4/3339.3)1 = 232.63 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.75 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 45.39 Actual span / effective depth ratio = 9.85 SAFE Member M259 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 65.19 kN v = (V/bvd) = 0.54 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M260 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M260 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.048 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 546.31 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 83.67 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 382.88 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 159 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.072 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 836.16 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 122.62 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 366.61 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 82 mm = 173 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.043 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 482.69 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 74.44 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.57 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 180 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M260 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460836.2/3942.5)1 = 272.07 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.05 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.25 Actual span / effective depth ratio = 14.93 SAFE Member M260 Span 1 Detailed BS8110 Shear Reinforcement 06/04/2020 Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 114.46 kN v = (V/bvd) = 0.94 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M261 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M261 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 416.42 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 64.25 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 41 mm = 166 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.055 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 624.65 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 94.84 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.56 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 166 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.042 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 467.38 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 72.11 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 185 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension 06/04/2020 = max tension bar spacing / 2 = 93 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M261 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460624.6/3678.6)1 = 282.29 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.13 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 29.27 Actual span / effective depth ratio = 13.55 SAFE Member M261 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.499 m Maximum shear force within zone, V = 100.90 kN v = (V/bvd) = 0.83 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M262 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M262 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section 06/04/2020 = 51.56 kNm 3.4.5.3 Effective depth of tension reinforcement d = 406 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.030 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 334.18 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement = 452.39 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 207 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 104 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.042 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 476.49 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 73.51 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 182 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 91 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section 06/04/2020 = 53.19 mm = 86.42 kNm OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.033 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 368.47 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 56.85 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 188 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 94 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M262 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460476.5/3565.5)1 = 258.41 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.31 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 34.14 Actual span / effective depth ratio = 12.32 SAFE Member M262 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 87.09 kN v = (V/bvd) = 0.71 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 06/04/2020 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 Member M263 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M263 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.024 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 272.18 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 41.99 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 255 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 127 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement 06/04/2020 = 42.55 mm = 70.00 kNm = 80.52 kNm d = 406 mm d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.047 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 383.80 mm Asr = (M/0.87 fyz) = 524.46 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement = 565.49 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 165 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.030 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 339.71 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 52.41 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 204 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 102 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 42.55 mm = 70.00 kNm Member M263 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460524.5/3565.5)1 = 284.42 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.18 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 30.80 Actual span / effective depth ratio = 12.32 SAFE Member M263 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 88.11 kN v = (V/bvd) = 0.72 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 0.33 0.25 2 = 0.79 0.37 1.00 / 1.25 = 0.51 N/mm 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M264 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M264 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.035 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 392.81 mm2 Tension Bars provided = 4T12 06/04/2020 = 60.60 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm 3.4.5.3 = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 177 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.042 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 473.28 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 73.02 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 183 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 92 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.013 06/04/2020 = 53.19 mm = 86.42 kNm = 22.78 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 147.68 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 300 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 43.47 mm = 70.02 kNm Member M264 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460473.3/3565.5)1 = 256.67 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.32 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 34.39 Actual span / effective depth ratio = 14.78 SAFE Member M264 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 69.11 kN v = (V/bvd) = 0.57 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M265 Span 1 06/04/2020 3.4.5.3 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M265 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.035 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 396.41 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 61.16 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 175 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.057 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 654.21 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement 06/04/2020 = 42.55 mm = 70.00 kNm = 99.00 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 378.31 mm = 678.58 mm2 = 0.13 % 3.12.5.3 Maximum area of tension reinforcement Actual % of tension reinforcement = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 159 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.038 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 421.06 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 64.96 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 165 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M265 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio 06/04/2020 = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460654.2/3678.6)1 = 295.65 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.07 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.84 Actual span / effective depth ratio = 17.24 SAFE Member M265 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 6.999 m Maximum shear force within zone, V = 77.92 kN v = (V/bvd) = 0.64 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M266 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M266 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.007 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 84.11 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 12.98 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % = 25 mm = 94 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 39.03 mm = 53.52 kNm Sagging: at 2.083 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.026 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 288.35 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 44.49 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 180 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.028 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 312.14 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 48.16 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 167 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M266 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460285.7/3339.3)1 = 258.26 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.57 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 40.76 Actual span / effective depth ratio = 12.32 SAFE Member M266 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 55.28 kN v = (V/bvd) = 0.45 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M267 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M267 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.069 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 799.54 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 118.38 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 370.16 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 154 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.083 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 986.60 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 75.65 mm = 119.02 kNm = 142.95 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 362.24 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % = 25 mm = 36 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 156 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.027 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 303.12 mm2 Tension Bars provided = 2T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 46.53 kNm d = 404 mm d' = 46 mm = 0.156 3.4.4.4 = 383.80 mm = 402.12 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.30 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 192 mm = (47000/fs) 300 = 203 mm = 192 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 102 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.79 mm = 62.45 kNm Member M267 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460986.6/31005.3)1 = 300.96 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.93 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 24.29 Actual span / effective depth ratio = 14.85 SAFE Member M267 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.125 m Maximum shear force within zone, V = 130.13 kN v = (V/bvd) = 1.07 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.125 m to 5.999 m Maximum shear force within zone, V = 106.18 kN v = (V/bvd) = 0.88 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.33 0.33 1.000.25 / 1.25 = 0.49 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 Member M268 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M268 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.072 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 838.02 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement 06/04/2020 = 122.86 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 366.53 mm = 942.48 mm2 = 0.13 % 3.12.5.3 Maximum area of tension reinforcement Actual % of tension reinforcement = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 172 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.121 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1527.83 mm2 Tension Bars provided = 5T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 206.15 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 337.33 mm = 1570.80 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.16 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 31 mm = (47000/fs) 300 = 158 mm = 31 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.077 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d 06/04/2020 = 147.75 mm = 210.81 kNm = 130.27 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 364.14 mm Asr = (M/0.87 fyz) = 894.37 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 162 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M268 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601527.8/31570.8)1 = 298.28 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.84 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 21.82 Actual span / effective depth ratio = 17.41 SAFE Member M268 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.175 m Maximum shear force within zone, V = 150.12 kN v = (V/bvd) = 1.24 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 81.91 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.175 m to 5.724 m Maximum shear force within zone, V v = (V/bvd) = 0.86 N/mm2 06/04/2020 = 103.84 kN 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 1.04 0.33 1.000.25 / 1.25 = 0.72 N/mm 2 3.4.5.4 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 5.724 m to 6.999 m Maximum shear force within zone, V = 152.23 kN v = (V/bvd) = 1.26 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 84.33 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M269 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M269 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.014 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 159.68 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 24.63 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 30 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 300 mm = 73 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 43.47 mm = 70.02 kNm Sagging: at 2.083 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.047 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 528.15 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 81.05 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.64 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 164 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.053 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 605.51 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 53.19 mm = 86.42 kNm = 92.13 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 380.37 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 172 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M269 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460523.2/3565.5)1 = 283.73 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.19 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 30.89 Actual span / effective depth ratio = 12.32 SAFE Member M269 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 100.18 kN v = (V/bvd) = 0.82 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M270 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M270 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.074 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 864.86 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 126.41 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 365.39 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 167 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.089 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1065.57 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 152.97 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 358.90 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 26 mm = 174 mm Largest actual space between tension bars = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.029 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 320.98 mm2 Tension Bars provided = 2T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 49.03 kNm d = 402 mm d' = 46 mm = 0.156 3.4.4.4 = 381.90 mm = 628.32 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.47 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 184 mm = (47000/fs) 300 = 300 mm = 184 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 51.75 mm = 94.47 kNm Member M270 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601065.6/31206.4)1 = 270.87 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.98 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.40 Actual span / effective depth ratio = 14.85 SAFE Member M270 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.125 m Maximum shear force within zone, V = 136.82 kN v = (V/bvd) = 1.13 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 100.03 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.125 m to 5.999 m Maximum shear force within zone, V = 111.03 kN v = (V/bvd) = 0.92 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.52 0.33 1.000.25 / 1.25 = 0.57 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 Member M271 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M271 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.077 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 900.86 mm2 Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement 06/04/2020 = 131.84 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 365.87 mm = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 36 mm = (47000/fs) 300 = 171 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.135 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1740.37 mm2 Tension Bars provided = 4T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 226.83 kNm d = 399 mm d' = 58 mm = 0.156 3.4.4.4 = 325.83 mm = 1963.50 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 173 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.082 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 967.38 mm2 06/04/2020 = 184.69 mm = 248.49 kNm = 140.48 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 363.05 mm Tension Bars provided = 5T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 1005.31 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.74 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 36 mm = (47000/fs) 300 = 159 mm = 36 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 94.56 mm = 145.35 kNm Member M271 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601740.4/31963.5)1 = 271.82 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.85 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 22.19 Actual span / effective depth ratio = 17.52 SAFE Member M271 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.775 m Maximum shear force within zone, V = 160.32 kN v = (V/bvd) = 1.32 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 90.87 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.775 m to 5.124 m Maximum shear force within zone, V = 85.46 kN v = (V/bvd) = 0.71 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 06/04/2020 vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 1.64 0.33 1.000.25 / 1.25 = 0.83 N/mm 2 3.4.5.4 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 5.124 m to 6.999 m Maximum shear force within zone, V = 162.79 kN v = (V/bvd) = 1.34 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.83 0.33 1.000.25 / 1.25 = 0.66 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 93.68 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M272 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M272 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.014 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 162.37 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 25.05 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 30 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 300 mm = 73 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 43.47 mm = 70.02 kNm Sagging: at 2.083 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.047 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 535.22 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 82.07 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.35 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 162 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.056 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 640.90 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 53.19 mm = 86.42 kNm = 97.13 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 378.87 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 162 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M272 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460529.3/3565.5)1 = 287.03 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.17 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 30.49 Actual span / effective depth ratio = 12.32 SAFE Member M272 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 102.63 kN v = (V/bvd) = 0.84 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M273 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M273 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.073 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 842.86 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 123.50 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 366.32 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 171 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.088 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1045.16 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 150.40 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 359.76 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 26 mm = 177 mm Largest actual space between tension bars = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.028 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 316.57 mm2 Tension Bars provided = 2T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 48.36 kNm d = 402 mm d' = 46 mm = 0.156 3.4.4.4 = 381.90 mm = 628.32 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.47 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 184 mm = (47000/fs) 300 = 300 mm = 184 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 51.75 mm = 94.47 kNm Member M273 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601045.2/31206.4)1 = 265.69 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.99 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.83 Actual span / effective depth ratio = 14.85 SAFE Member M273 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.125 m Maximum shear force within zone, V = 134.91 kN v = (V/bvd) = 1.12 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 96.76 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 1.125 m to 5.999 m Maximum shear force within zone, V = 109.86 kN v = (V/bvd) = 0.91 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.52 0.33 1.000.25 / 1.25 = 0.57 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 Member M274 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M274 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.075 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 874.23 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement 06/04/2020 = 127.64 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 365.00 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 165 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.129 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1642.14 mm2 Tension Bars provided = 4T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 216.76 kNm d = 399 mm d' = 58 mm = 0.156 3.4.4.4 = 329.99 mm = 1963.50 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 183 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 92 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.080 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 939.53 mm2 06/04/2020 = 184.69 mm = 248.49 kNm = 136.13 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 362.23 mm Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 154 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M274 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601642.1/31963.5)1 = 256.48 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.89 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 23.10 Actual span / effective depth ratio = 17.52 SAFE Member M274 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.775 m Maximum shear force within zone, V = 155.73 kN v = (V/bvd) = 1.29 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 88.33 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.775 m to 5.124 m Maximum shear force within zone, V = 82.53 kN v = (V/bvd) = 0.69 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 06/04/2020 vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 1.64 0.33 1.000.25 / 1.25 = 0.83 N/mm 2 3.4.5.4 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 5.124 m to 6.999 m Maximum shear force within zone, V = 158.16 kN v = (V/bvd) = 1.31 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 91.10 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M275 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M275 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.015 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 163.70 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 25.26 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 30 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 300 mm = 73 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 43.47 mm = 70.02 kNm Sagging: at 2.083 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.048 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 539.73 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 82.72 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.15 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 161 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.055 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 627.78 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 53.19 mm = 86.42 kNm = 95.28 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.43 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 166 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M275 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460535.0/3565.5)1 = 290.11 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.16 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 30.12 Actual span / effective depth ratio = 12.32 SAFE Member M275 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 102.22 kN v = (V/bvd) = 0.84 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M276 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M276 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.072 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 830.27 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 121.84 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 366.86 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 174 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.087 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1028.42 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 148.29 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 360.47 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 26 mm = 180 mm Largest actual space between tension bars = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.028 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 312.86 mm2 Tension Bars provided = 2T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 47.79 kNm d = 402 mm d' = 46 mm = 0.156 3.4.4.4 = 381.90 mm = 628.32 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.47 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 184 mm = (47000/fs) 300 = 300 mm = 184 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 51.75 mm = 94.47 kNm Member M276 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601028.4/31206.4)1 = 261.43 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 1.01 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.19 Actual span / effective depth ratio = 14.85 SAFE Member M276 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.525 m Maximum shear force within zone, V = 133.57 kN v = (V/bvd) = 1.11 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.46 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Minimum links zone: 0.525 m to 5.999 m Maximum shear force within zone, V = 118.23 kN v = (V/bvd) = 0.98 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 Member M277 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M277 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.074 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 858.73 mm2 Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement 06/04/2020 = 125.60 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 365.65 mm = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 168 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.126 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1585.61 mm2 Tension Bars provided = 4T25 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 210.81 kNm d = 399 mm d' = 58 mm = 0.156 3.4.4.4 = 332.38 mm = 1963.50 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 1.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 190 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 95 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.079 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 919.90 mm2 06/04/2020 = 184.69 mm = 248.49 kNm = 133.59 kNm d = 402 mm d' = 58 mm = 0.156 3.4.4.4 = 363.06 mm Tension Bars provided = 3T20 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 942.48 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.70 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 82 mm = (47000/fs) 300 = 157 mm = 82 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 88.65 mm = 136.51 kNm Member M277 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601585.6/31963.5)1 = 247.65 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 0.91 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 23.67 Actual span / effective depth ratio = 17.52 SAFE Member M277 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.775 m Maximum shear force within zone, V = 153.11 kN v = (V/bvd) = 1.27 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 85.33 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.775 m to 5.124 m Maximum shear force within zone, V = 85.95 kN v = (V/bvd) = 0.72 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 06/04/2020 vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 1.64 0.33 1.000.25 / 1.25 = 0.83 N/mm 2 3.4.5.4 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 High shear zone: 5.124 m to 6.999 m Maximum shear force within zone, V = 155.39 kN v = (V/bvd) = 1.29 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.78 0.33 1.000.25 / 1.25 = 0.65 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 100 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 87.94 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M278 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M278 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.014 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 160.78 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 24.80 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 30 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 300 mm = 73 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 43.47 mm = 70.02 kNm Sagging: at 2.083 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.048 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 543.55 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 83.27 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 382.99 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 159 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.055 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 622.89 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 53.19 mm = 86.42 kNm = 94.59 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.63 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 167 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M278 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460538.9/3565.5)1 = 292.26 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.15 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 29.87 Actual span / effective depth ratio = 12.32 SAFE Member M278 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 102.17 kN v = (V/bvd) = 0.84 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M279 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M279 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 434.09 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 66.97 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 160 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 80 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.047 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 526.78 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 80.85 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = h agg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 41 mm = 165 mm Largest actual space between tension bars = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.014 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 161.00 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 24.84 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 300 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 43.47 mm = 70.02 kNm Member M279 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460526.8/3565.5)1 = 285.68 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 1.18 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 30.65 Actual span / effective depth ratio = 14.78 SAFE Member M279 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 74.44 kN v = (V/bvd) = 0.61 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M280 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 7.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M280 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.039 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 441.70 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 68.15 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 41 mm = 157 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 3.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.066 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 764.88 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 113.70 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 371.62 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 161 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 7.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.042 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 470.88 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 72.65 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 41 mm = 184 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 92 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M280 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460764.9/3804.2)1 = 291.66 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.03 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.76 Actual span / effective depth ratio = 17.33 SAFE Member M280 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 6.999 m Maximum shear force within zone, V = 85.71 kN v = (V/bvd) = 0.70 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M281 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M281 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member 06/04/2020 3.4.5.3 Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.007 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 83.83 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 12.93 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 300 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 43.37 mm = 70.02 kNm Sagging: at 2.083 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.027 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 298.28 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 46.02 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 174 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section 06/04/2020 = 31.91 mm Moment capacity of section = 53.15 kNm OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.030 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 340.75 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 52.57 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 203 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 102 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M281 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460294.8/3339.3)1 = 266.48 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 1.51 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 39.36 Actual span / effective depth ratio = 12.32 SAFE Member M281 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 57.70 kN v = (V/bvd) = 0.47 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 06/04/2020 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 Member M282 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M282 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.020 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 223.99 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 34.56 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 232 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 116 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.333 m from the start of the member Moment applied to section Effective depth of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 22.71 kNm d = 406 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.013 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 385.70 mm Asr = (M/0.87 fyz) = 147.19 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement = 339.29 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.003 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 36.62 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 5.65 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = h agg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 39.03 mm = 53.52 kNm Member M282 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460176.1/3339.3)1 = 159.16 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 2.00 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 52.00 Actual span / effective depth ratio = 9.85 SAFE Member M282 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 40.90 kN v = (V/bvd) = 0.34 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M283 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M283 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.030 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 339.35 mm2 06/04/2020 = 52.35 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm 3.4.5.3 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 204 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 102 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.048 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 537.11 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 82.34 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.27 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 161 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence 06/04/2020 = 53.19 mm = 86.42 kNm K' = 45.19 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.026 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 292.89 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 237 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 118 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M283 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460537.1/3565.5)1 = 291.28 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.15 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 29.99 Actual span / effective depth ratio = 14.78 SAFE Member M283 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V = 70.15 kN v = (V/bvd) = 0.58 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 06/04/2020 3.4.5.3 Member M284 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M284 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.022 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 244.45 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 37.71 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 213 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 106 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.034 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 386.95 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 59.70 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 179 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.028 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 309.36 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 47.73 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 168 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M284 Span 1 Detailed BS8110 Span / Effective Depth Check 06/04/2020 Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460386.9/3452.4)1 = 262.30 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.40 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 36.38 Actual span / effective depth ratio = 13.55 SAFE Member M284 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.499 m Maximum shear force within zone, V = 60.80 kN v = (V/bvd) = 0.50 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M285 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M285 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.019 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 216.60 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 06/04/2020 = 33.42 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % = 25 mm Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 94 mm = (47000/fs) 300 = 240 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 120 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.025 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 285.35 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 44.02 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 182 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 91 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.020 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 226.94 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement 06/04/2020 = 31.91 mm = 53.15 kNm = 35.01 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 229 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 115 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M285 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460285.3/3339.3)1 = 257.91 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.57 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 40.82 Actual span / effective depth ratio = 12.32 SAFE Member M285 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 50.10 kN v = (V/bvd) = 0.41 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M286 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm 06/04/2020 3.4.5.3 Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M286 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.008 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 93.58 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 14.44 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.031 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 345.13 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 39.79 mm = 53.54 kNm = 53.25 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 59 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 201 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 100 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.021 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 230.38 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 35.54 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 226 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 113 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M286 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460345.1/3452.4)1 = 233.96 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.57 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 40.94 Actual span / effective depth ratio = 12.32 SAFE Member M286 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 54.00 kN v = (V/bvd) = 0.44 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M287 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M287 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.036 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 398.34 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 61.46 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 59 mm = 174 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 06/04/2020 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.333 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 260.68 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 40.22 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 199 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 100 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.006 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 68.47 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 10.56 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 59 mm = 300 mm Largest actual space between tension bars = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 43.37 mm = 70.02 kNm Member M287 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460250.6/3339.3)1 = 226.50 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.79 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 46.57 Actual span / effective depth ratio = 9.85 SAFE Member M287 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 71.00 kN v = (V/bvd) = 0.58 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M288 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M288 Span 1 Detailed BS8110 Main Reinforcement 06/04/2020 3.4.5.3 Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.056 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 634.90 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 96.28 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.13 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 164 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.089 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1061.45 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 152.45 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 359.07 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 26 mm = 174 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 87 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension 06/04/2020 = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 113.47 mm = 170.31 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.048 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 537.74 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 82.43 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.24 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 193 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 97 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M288 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601061.4/31206.4)1 = 269.83 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 0.98 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 25.48 Actual span / effective depth ratio = 14.85 SAFE Member M288 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 1.125 m Maximum shear force within zone, V 06/04/2020 = 126.62 kN v = (V/bvd) = 1.04 N/mm2 3.4.5.2 2 0.8 fcu and 5 N/mm hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 3.4.5.4 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 94.76 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Minimum links zone: 1.125 m to 5.324 m Maximum shear force within zone, V = 101.90 kN v = (V/bvd) = 0.84 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.66 0.33 1.000.25 / 1.25 = 0.62 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 5.324 m to 5.999 m Maximum shear force within zone, V = 122.00 kN v = (V/bvd) = 1.00 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 86.91 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M289 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M289 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. 06/04/2020 = 69.03 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 3.4.5.3 z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 449.64 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 383.80 mm = 603.19 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 206 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 103 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.064 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 736.81 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 109.88 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 372.81 mm = 804.25 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 167 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement 06/04/2020 = 75.65 mm = 119.02 kNm = 86.59 kNm d = 404 mm Depth to compression reinforcement d' = 58 mm Redistribution < 10%, hence K' = 0.156 3.4.4.4 K = (M/bd2 fcu) = 0.051 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d = 379.88 mm Asr = (M/0.87 fyz) = 569.85 mm2 Tension Bars provided = 3T16 Actual area of tension reinforcement = 603.19 mm2 Minimum area of tension reinforcement = 0.13 % 3.12.5.3 Maximum area of tension reinforcement = 4 % 3.12.6.1 Actual % of tension reinforcement = 0.45 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 88 mm = (47000/fs) 300 = 162 mm = 88 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 81 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 56.74 mm = 91.31 kNm Member M289 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460736.8/3804.2)1 = 280.95 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.07 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.81 Actual span / effective depth ratio = 13.61 SAFE Member M289 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.499 m Maximum shear force within zone, V = 108.69 kN v = (V/bvd) = 0.90 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.50 0.33 1.000.25 / 1.25 = 0.56 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm 06/04/2020 3.4.5.3 OK Member M290 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M290 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.035 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 395.15 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 60.96 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 175 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.047 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 524.70 mm2 06/04/2020 = 42.55 mm = 70.00 kNm = 80.55 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.79 mm Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 165 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.036 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 405.35 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 62.54 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 171 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M290 Span 1 Detailed BS8110 Span / Effective Depth Check 06/04/2020 Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460524.7/3565.5)1 = 284.55 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.18 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 30.79 Actual span / effective depth ratio = 12.32 SAFE Member M290 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 88.53 kN v = (V/bvd) = 0.73 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate 1/3 vc = 0.79 [(100 As/bvd)] [(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M291 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M291 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.016 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 181.87 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 28.06 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 300 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 43.47 mm = 70.02 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.056 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 637.18 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 96.60 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.03 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 163 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 410.51 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement 06/04/2020 = 63.83 mm = 102.41 kNm = 63.33 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 169 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M291 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460637.2/3678.6)1 = 287.96 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.10 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.65 Actual span / effective depth ratio = 12.32 SAFE Member M291 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 95.27 kN v = (V/bvd) = 0.78 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M292 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 06/04/2020 3.4.5.3 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M292 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.035 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 394.04 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 60.79 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 176 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.333 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.023 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 262.12 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 06/04/2020 = 42.55 mm = 70.00 kNm = 40.44 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % = 25 mm Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 94 mm = (47000/fs) 300 = 198 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 99 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.006 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 69.06 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 10.65 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 300 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 43.37 mm = 70.02 kNm Member M292 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460252.5/3339.3)1 = 228.18 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.78 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 46.25 Actual span / effective depth ratio = 9.85 SAFE 06/04/2020 Member M292 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 70.81 kN v = (V/bvd) = 0.58 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M293 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M293 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.055 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 626.02 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 95.03 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.50 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars 06/04/2020 = (47000/fs) 300 = 25 mm = 30 mm = 166 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.087 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 1036.48 mm2 Tension Bars provided = 6T16 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 149.31 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 360.13 mm = 1206.37 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.89 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 26 mm = (47000/fs) 300 = 178 mm = 26 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 89 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.047 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 529.68 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 113.47 mm = 170.31 kNm = 81.27 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.58 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % = 25 mm = 30 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 196 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 98 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Member M293 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (24601036.5/31206.4)1 = 263.48 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 1.00 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 26.01 Actual span / effective depth ratio = 14.85 SAFE Member M293 Span 1 Detailed BS8110 Shear Reinforcement High shear zone: 0.001 m to 0.525 m Maximum shear force within zone, V = 125.06 kN v = (V/bvd) = 1.03 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 150 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 92.12 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK High shear zone: 0.525 m to 5.999 m Maximum shear force within zone, V = 120.48 kN v = (V/bvd) = 0.99 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.56 0.33 1.000.25 / 1.25 = 0.58 N/mm 2 (vc + 0.4) < v < 0.8fcu or 5 N/mm2 3.4.5.3 spacing provided, sv = 175 mm minimum area of links = bv sv (v - vc) / 0.87 fyv = 98.38 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M294 Span 1 06/04/2020 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M294 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.040 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 445.27 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 68.70 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 156 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 78 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.064 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 732.90 mm2 Tension Bars provided = 4T16 Actual area of tension reinforcement Minimum area of tension reinforcement 06/04/2020 = 42.55 mm = 70.00 kNm = 109.34 kNm d = 404 mm d' = 58 mm = 0.156 3.4.4.4 = 372.98 mm = 804.25 mm2 = 0.13 % 3.12.5.3 Maximum area of tension reinforcement Actual % of tension reinforcement = 4 % 3.12.6.1 = 0.60 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 53 mm = (47000/fs) 300 = 168 mm = 53 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 75.65 mm = 119.02 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.050 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 562.13 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 85.94 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 382.21 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 154 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 77 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Member M294 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio 06/04/2020 = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460732.9/3804.2)1 = 279.46 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.08 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 27.96 Actual span / effective depth ratio = 13.61 SAFE Member M294 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.499 m Maximum shear force within zone, V = 108.24 kN v = (V/bvd) = 0.89 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.46 0.33 1.000.25 / 1.25 = 0.55 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M295 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M295 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.035 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 394.31 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 60.83 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % = 25 mm = 59 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 176 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 88 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.047 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 525.12 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 80.61 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 383.77 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 41 mm = (47000/fs) 300 = 165 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 83 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.036 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 405.39 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement 06/04/2020 = 53.19 mm = 86.42 kNm = 62.54 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 171 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 86 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M295 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460525.1/3565.5)1 = 284.78 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.18 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 30.76 Actual span / effective depth ratio = 12.32 SAFE Member M295 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 88.56 kN v = (V/bvd) = 0.73 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M296 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm 06/04/2020 3.4.5.3 Member M296 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.016 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 182.05 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 28.09 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 30 mm = (47000/fs) 300 = 300 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 150 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.056 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 636.96 mm2 Tension Bars provided = 6T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars 06/04/2020 = 43.47 mm = 70.02 kNm = 96.57 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 379.04 mm = 678.58 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.50 % = 25 mm = 30 mm Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 163 mm = 30 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 82 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 63.83 mm = 102.41 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.037 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 410.72 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 63.37 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 169 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Member M296 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460637.0/3678.6)1 = 287.86 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.10 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 28.66 Actual span / effective depth ratio = 12.32 SAFE Member M296 Span 1 06/04/2020 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 95.27 kN v = (V/bvd) = 0.78 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.37 0.33 1.000.25 / 1.25 = 0.51 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 3.4.5.3 Member M297 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 4.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M297 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.019 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 218.18 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 33.66 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 94 mm = 238 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 119 mm 3.12.11.2.5 06/04/2020 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.333 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.013 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 148.72 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 22.94 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Hogging: at 4.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.003 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 38.15 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 5.89 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 06/04/2020 = (47000/fs) 300 = 25 mm = 94 mm = 295 mm Largest actual space between tension bars = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 39.03 mm = 53.52 kNm Member M297 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460176.1/3339.3)1 = 159.16 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 2.00 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 52.00 Actual span / effective depth ratio = 9.85 SAFE Member M297 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 3.999 m Maximum shear force within zone, V = 40.62 kN v = (V/bvd) = 0.33 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK Member M298 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 6.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M298 Span 1 Detailed BS8110 Main Reinforcement 06/04/2020 3.4.5.3 Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.030 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 331.15 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 51.09 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 157 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 79 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 3.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.046 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 515.62 mm2 Tension Bars provided = 5T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 79.24 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 384.17 mm = 565.49 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.42 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 41 mm = 168 mm = 41 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 84 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension 06/04/2020 = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 53.19 mm = 86.42 kNm Hogging: at 6.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.025 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 284.88 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 43.95 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 183 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 91 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M298 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460515.6/3565.5)1 = 279.63 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.21 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 31.39 Actual span / effective depth ratio = 14.78 SAFE Member M298 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.999 m Maximum shear force within zone, V 06/04/2020 = 68.61 kN v = (V/bvd) = 0.56 N/mm2 3.4.5.2 2 0.8 fcu and 5 N/mm hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 3.4.5.4 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK 3.4.5.3 Member M299 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.500 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M299 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.022 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 241.65 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 37.28 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 215 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 108 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK 06/04/2020 = 31.91 mm = 53.15 kNm Sagging: at 2.750 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.034 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 383.17 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 59.12 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 181 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 90 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 5.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.027 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 306.42 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 47.27 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = (47000/fs) 300 = 25 mm = 94 mm = 170 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 85 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm 06/04/2020 Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M299 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460383.2/3452.4)1 = 259.74 N/mm2 3.4.6.5 2 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd )) 2.0 = 1.41 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 36.76 Actual span / effective depth ratio = 13.55 SAFE Member M299 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 5.499 m Maximum shear force within zone, V = 60.42 kN v = (V/bvd) = 0.50 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 area of links provided (2R8), Asv = 100.53 mm2 OK Member M300 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M300 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence 06/04/2020 K' = 33.05 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 3.4.5.3 K = (M/bd2 fcu) = 0.019 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 214.24 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 243 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 121 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.025 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 285.76 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 44.09 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 182 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 91 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Hogging: at 5.000 m from the start of the member 06/04/2020 = 31.91 mm = 53.15 kNm Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.020 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 228.46 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 35.25 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 228 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 114 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 31.91 mm = 53.15 kNm Member M300 Span 1 Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460285.8/3339.3)1 = 258.29 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.57 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 40.75 Actual span / effective depth ratio = 12.32 SAFE Member M300 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 50.22 kN v = (V/bvd) = 0.41 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm 06/04/2020 3.4.5.3 minimum area of links = 0.4 bv sv / 0.87 fyv area of links provided (2R8), Asv OK = 96.60 mm2 = 100.53 mm 2 Member M301 Span 1 Detailed BS8110 Design Requirements Section Property: 300 x 449 Span Length = 5.000 m Rectangular section Width = 300 mm Depth = 450 mm Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm Member M301 Span 1 Detailed BS8110 Main Reinforcement Hogging: at 0.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.008 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 92.18 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 14.22 kNm d = 406 mm d' = 44 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 295 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 148 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Sagging: at 2.500 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.031 K K' hence compression steel not required. 06/04/2020 = 39.79 mm = 53.54 kNm = 53.37 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 345.93 mm2 Tension Bars provided = 4T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 385.70 mm = 452.39 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.34 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 59 mm = (47000/fs) 300 = 200 mm = 59 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 100 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK = 42.55 mm = 70.00 kNm Hogging: at 5.000 m from the start of the member Moment applied to section Effective depth of tension reinforcement Depth to compression reinforcement Redistribution < 10%, hence K' K = (M/bd2 fcu) = 0.021 K K' hence compression steel not required. z = d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d Asr = (M/0.87 fyz) = 230.17 mm2 Tension Bars provided = 3T12 Actual area of tension reinforcement Minimum area of tension reinforcement Maximum area of tension reinforcement Actual % of tension reinforcement = 35.51 kNm d = 406 mm d' = 58 mm = 0.156 3.4.4.4 = 385.70 mm = 339.29 mm2 = 0.13 % 3.12.5.3 = 4 % 3.12.6.1 = 0.25 % Minimum horizontal distance between bars = hagg + 5mm 3.12.11.1 Smallest actual horizontal space between bars Maximum spacing of tension bars 3.12.11.2.4 Largest actual space between tension bars = 25 mm = 94 mm = (47000/fs) 300 = 226 mm = 94 mm Maximum clear distance between beam face and nearest main bar in tension = max tension bar spacing / 2 = 113 mm 3.12.11.2.5 Actual clear distance between beam face and nearest main bar in tension = 38 mm Actual neutral axis depth of section Moment capacity of section OK Member M301 Span 1 06/04/2020 = 31.91 mm = 53.15 kNm Detailed BS8110 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 3.4.6.3 fs = (2f y As req/3As prov)b) = (2460345.9/3452.4)1 = 234.50 N/mm2 3.4.6.5 Mod. factor for tension rft. = 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0 = 1.57 3.4.6.5 Mod. factor for compression rft. = 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5 = 1.00 3.4.6.6 Hence, modified span / effective depth ratio = 40.85 Actual span / effective depth ratio = 12.32 SAFE Member M301 Span 1 Detailed BS8110 Shear Reinforcement Minimum links zone: 0.001 m to 4.999 m Maximum shear force within zone, V = 54.04 kN v = (V/bvd) = 0.44 N/mm2 3.4.5.2 0.8 fcu and 5 N/mm2 hence dimensions adequate vc = 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m 3.4.5.4 = 0.79 0.28 0.33 1.000.25 / 1.25 = 0.46 N/mm 2 0.5vc < v < (vc + 0.4), hence provide nominal links spacing provided, sv = 175 mm minimum area of links = 0.4 bv sv / 0.87 fyv = 96.60 mm2 2 area of links provided (2R8), Asv = 100.53 mm OK 06/04/2020 3.4.5.3