Good day everyone!I have a problem with my design. I have been trying to solve this for already a week. I kept checking the loads that I gave and also the specs and others.
I don't know and I cannot see what is/are the problem/s if there is.
I was designing a 2 story office building.
When I started to the design the footing in either RCDC or STAAD Foundation Advanced, the footing dimension of the front two columns and behind it is too large and the depth is terrible.
Hoping someone could shed some light as to why this happened.
The ff. are the details. Thanks in advance.
6. UNIT METER KN 7. JOINT COORDINATES 8. 1 0 0 0; 2 4 0 0; 3 8 0 0; 4 0 1.5 0; 5 4 1.5 0; 6 8 1.5 0; 7 0 4.65 0 9. 8 4 4.65 0; 9 8 4.65 0; 10 0 7.65 0; 11 4 7.65 0; 12 8 7.65 0; 13 0 0 4 10. 14 4 0 4; 15 8 0 4; 16 0 1.5 4; 17 4 1.5 4; 18 8 1.5 4; 19 0 4.65 4 11. 20 4 4.65 4; 21 8 4.65 4; 22 0 7.65 4; 23 4 7.65 4; 24 8 7.65 4; 25 0 0 8 12. 26 4 0 8; 27 8 0 8; 28 0 1.5 8; 29 4 1.5 8; 30 8 1.5 8; 31 0 4.65 8 13. 32 4 4.65 8; 33 8 4.65 8; 34 0 7.65 8; 35 4 7.65 8; 36 8 7.65 8; 38 4 0 9.85 14. 39 8 0 9.85; 41 4 1.5 9.85; 42 8 1.5 9.85; 44 4 4.65 9.85; 45 8 4.65 9.85 15. 47 4 7.65 9.85; 48 8 7.65 9.85; 49 12 0 0; 50 12 1.5 0; 51 12 4.65 0 16. 52 12 7.65 0; 53 12 1.5 4; 54 12 4.65 4; 55 12 7.65 4; 56 12 1.5 8 17. 57 12 4.65 8; 58 12 7.65 8; 59 12 0 4; 60 12 0 8; 61 8 4.65 5.48649 18. 62 12 4.65 5.48649; 63 12 3.075 4; 64 12 3.075 8 19. MEMBER INCIDENCES 20. 1 1 4; 2 2 5; 3 3 6; 4 4 7; 5 5 8; 6 6 9; 7 7 10; 8 8 11; 9 9 12; 10 4 16 21. 11 5 17; 12 6 18; 13 7 19; 14 8 20; 15 9 21; 16 10 22; 17 11 23; 18 12 24 22. 19 16 28; 20 17 29; 21 18 30; 22 19 31; 23 20 32; 24 21 61; 25 22 34; 26 23 35 23. 27 24 36; 29 29 41; 30 30 42; 32 32 44; 33 33 45; 35 35 47; 36 36 48; 37 6 50 24. 38 9 51; 39 12 52; 40 18 53; 41 21 54; 42 24 55; 43 30 56; 44 33 57; 45 36 58 25. 49 49 50; 50 50 51; 51 51 52; 52 50 53; 53 51 54; 54 52 55; 55 53 56; 56 54 62 26. 57 55 58; 58 13 16; 59 16 19; 60 19 22; 61 25 28; 62 28 31; 63 31 34; 64 14 17 27. 65 17 20; 66 20 23; 67 26 29; 68 29 32; 69 32 35; 70 38 41; 71 41 44; 72 44 47 28. 73 15 18; 74 18 21; 75 21 24; 76 27 30; 77 30 33; 78 33 36; 79 39 42; 80 42 45 29. 81 45 48; 82 59 53; 83 53 63; 84 54 55; 85 60 56; 86 56 64; 87 57 58; 88 4 5 30. 89 5 6; 90 7 8; 91 8 9; 92 10 11; 93 11 12; 94 16 17; 95 17 18; 96 19 20 31. 97 20 21; 98 22 23; 99 23 24; 100 28 29; 101 29 30; 102 31 32; 103 32 33 32. 104 34 35; 105 35 36; 106 44 45; 107 47 48; 108 61 33; 109 62 57; 110 61 62 33. 111 63 54; 112 64 57; 113 63 64; 114 41 42 34. START GROUP DEFINITION 35. FLOOR 36. _2F-2W1 13 TO 15 22 TO 24 38 41 53 90 91 96 97 102 103 108 37. _2F-1W1 24 41 56 110 38. _2F-1W2 32 33 103 10639. _RB1 16 TO 18 25 TO 27 39 42 45 54 57 92 93 98 99 104 105 40. _RB2 35 36 105 107 41. JOINT 42. END GROUP DEFINITION 43. DEFINE MATERIAL START 44. ISOTROPIC CONCRETE 45. E 2.17185E+007 46. POISSON 0.17 47. DENSITY 23.5616 48. ALPHA 1E-005 49. DAMP 0.05 50. TYPE CONCRETE 51. STRENGTH FCU 27579 52. END DEFINE MATERIAL 53. MEMBER PROPERTY AMERICAN 54. 10 TO 12 19 TO 21 29 30 37 40 43 52 55 88 89 94 95 100 101 - 55. 114 PRIS YD 0.4 ZD 0.25 56. 1 TO 9 49 TO 51 58 TO 87 111 112 PRIS YD 0.3 ZD 0.3 57. 13 TO 18 22 TO 27 32 33 35 36 38 39 41 42 44 45 53 54 56 57 90 TO 93 - 58. 96 TO 99 102 TO 110 113 PRIS YD 0.3 ZD 0.25 59. CONSTANTS 60. MATERIAL CONCRETE ALL 61. MEMBER OFFSET 62. 37 40 43 88 89 94 95 100 101 114 START 0.15 -0.2 0 63. 37 40 43 88 89 94 95 100 101 114 END -0.15 -0.2 0 64. 10 TO 12 19 TO 21 29 30 52 55 START 0 -0.2 0.15 65. 10 TO 12 19 TO 21 29 30 52 55 END 0 -0.2 -0.15 66. 38 39 41 42 44 45 90 TO 93 96 TO 99 102 TO 107 110 START 0.15 -0.15 0 67. 38 39 41 42 44 45 90 TO 93 96 TO 99 102 TO 107 110 END -0.15 -0.15 0 68. 13 TO 18 22 TO 27 32 33 35 36 53 54 56 57 113 START 0 -0.15 0.15 69. 13 TO 18 22 23 25 TO 27 32 33 35 36 53 54 57 108 109 113 END 0 -0.15 -0.15 70. 24 END 0 -0.15 0.0385135 71. 108 START 0 -0.15 0.0385135 72. 56 END 0 -0.15 0.0385135 73. 109 START 0 -0.15 0.0385135 74. MEMBER CRACKED 75. 1 TO 9 49 TO 51 58 TO 87 111 112 REDUCTION RIY 0.700000 RIZ 0.700000 76. 10 TO 27 29 30 32 33 35 TO 45 52 TO 57 88 TO 109 - 77. 110 REDUCTION RIY 0.350000 RIZ 0.350000 78. SUPPORTS 79. 1 TO 3 13 TO 15 25 TO 27 38 39 49 59 60 PINNED 80. DEFINE REFERENCE LOADS 81. LOAD R1 LOADTYPE DEAD TITLE DL 82. SELFWEIGHT Y -1 83. FLOOR LOAD 84. _2F-2W1 FLOAD -3.6 GY 85. ONEWAY LOAD 86. _2F-1W1 ONE -3.6 GY 87. _2F-1W2 ONE -3.6 GY 88. FLOOR LOAD 89. _2F-2W1 FLOAD -1.1 GY 90. ONEWAY LOAD 91. _2F-1W1 ONE -1.1 GY 92. _2F-1W2 ONE -1.1 GY 93. FLOOR LOAD 94. _2F-2W1 FLOAD -1 GY95. ONEWAY LOAD 96. _2F-1W1 ONE -1 GY 97. _2F-1W2 ONE -1 GY 98. FLOOR LOAD 99. _RB1 FLOAD -0.2 GY 100. ONEWAY LOAD 101. _RB2 ONE -0.2 GY 102. MEMBER LOAD 103. 22 56 102 109 UNI GY -8.09 104. 13 38 44 53 90 91 103 UNI GY -2.8 105. 113 UNI GY -7.2 106. 108 UNI GY -3.6 107. 98 LIN Y 0 -0.167 108. 42 LIN Y -0.167 0 109. 99 UNI GY -0.167 110. 17 18 LIN Y 0 -0.14 111. 26 27 LIN Y -0.14 0 112. 93 CON GY -1.368 2 113. 99 CON GY -2.695 2 114. 105 CON GY -2.189 2 115. 107 CON GY -1.144 2 116. JOINT LOAD 117. 23 24 FY -1.253 118. 10 34 52 58 FY -2.103 119. LOAD R2 LOADTYPE LIVE REDUCIBLE TITLE LL 120. FLOOR LOAD 121. _2F-2W1 FLOAD -2.4 GY 122. ONEWAY LOAD 123. _2F-1W1 ONE -2.4 GY 124. _2F-1W2 ONE -1.9 GY 125. MEMBER LOAD 126. 113 UNI GY -2.8 127. END DEFINE REFERENCE LOADS 128. FLOOR DIAPHRAGM 129. DIA 1 TYPE RIG HEI 1.5 JOINT 4 TO 6 16 TO 18 28 TO 30 41 42 50 53 56 130. DIA 2 TYPE RIG HEI 4.65 JOINT 7 TO 9 19 TO 21 31 TO 33 44 45 51 54 57 131. DIA 3 TYPE RIG HEI 7.65 JOINT 10 TO 12 22 TO 24 34 TO 36 47 48 52 55 58 132. CHECK SOFT STORY ASCE7 *** NOTE: NEITHER "MASS" NOR "GRAVITY" REFERENCE LOADTYPE IS PRESENT. MASS MODEL IS FORMED BY COMBINING ALL "DEAD" AND "LIVE" (IF ANY) REFERENCE LOADTYPES. *** NOTE: MASS MODEL FORMED WILL BE USED IN SEISMIC/RESPONSE/TIME HISTORY LOADING, IF ANY. IF MASS MODEL IS SEPARATELY PROVIDED IN INDIVIDUAL LOADING, THE GENERATED MASS WILL BE REPLACED BY THE MASS PROVIDED IN INDIVIDUAL LOADING.
************************************************************************************ FLOOR DIAPHRAGM UNIT - KN METE --------------- ---------------- NO. TYPE FL. LEVEL FL. WT CENTRE OF MASS MASTER JOINT NO. X Z 1 RIGID 1.500 229.91 5.913 4.600 65 2 RIGID 4.650 1084.32 5.603 4.293 66 3 RIGID 7.650 207.41 5.999 4.566 67 ************************************************************************************ 133. DEFINE WIND LOAD 134. TYPE 1 WIND 1 135. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!! 136. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 - 137. 2 6.150 M 12.000 M 9.850 M 2.000 0.010 0 - 138. 0 0 0 0 0.626 1.000 1.000 0.850 0 - 139. 0 0 0 0.872 0.800 -0.180 140. !> END GENERATED DATA BLOCK 141. INT 1.3968 1.3968 1.40499 1.41304 1.42094 1.42871 1.43634 1.44385 1.45123 - 142. 1.4585 1.46565 1.47269 1.47964 1.48647 1.49322 HEIG 0 4.572 4.69339 - 143. 4.81477 4.93615 5.05754 5.17892 5.30031 5.42169 5.54308 5.66446 - 144. 5.78585 5.90723 6.02861 6.15 145. TYPE 2 WIND 2 146. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!! 147. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 - 148. 2 6.150 M 12.000 M 9.850 M 2.000 0.010 1 - 149. 0 0 0 0 0.626 1.000 1.000 0.850 0 - 150. 0 0 0 0.872 -0.456 0.180 151. !> END GENERATED DATA BLOCK 152. INT -0.983305 -0.983305 HEIG 0 6.15 153. TYPE 3 WIND 3 154. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!! 155. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 - 156. 1 6.150 M 9.850 M 12.000 M 2.000 0.010 0 - 157. 0 0 0 0 0.626 1.000 1.000 0.850 0 - 158. 0 0 0 0.869 0.800 -0.550 159. !> END GENERATED DATA BLOCK 160. INT 2.02149 2.02149 2.02965 2.03766 2.04553 2.05326 2.06086 2.06833 2.07569 - 161. 2.08292 2.09004 2.09706 2.10397 2.11078 2.11749 HEIG 0 4.572 4.69339 - 162. 4.81477 4.93615 5.05754 5.17892 5.30031 5.42169 5.54308 5.66446 - 163. 5.78585 5.90723 6.02861 6.15 164. TYPE 4 WIND 4 165. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!! 166. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 - 167. 2 6.150 M 9.850 M 12.000 M 2.000 0.010 1 -
168. 0 0 0 0 0.626 1.000 1.000 0.850 0 - 169. 0 0 0 0.869 -0.500 0.180 170. !> END GENERATED DATA BLOCK 171. INT -1.04489 -1.04489 HEIG 0 6.15 172. DEFINE UBC LOAD 173. ZONE 4 I 1 RWX 8.5 RWZ 8.5 STYP 4 CT 0.0731 NA 1 NV 1 174. LOAD 1 LOADTYPE SEISMIC TITLE EX 175. UBC LOAD X 1 DEC 1 ACC 0.05 176. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 63 NUMBER OF MEMBERS 108 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 14 SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER ORIGINAL/FINAL BAND-WIDTH= 40/ 14/ 210 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 210 TOTAL LOAD COMBINATION CASES = 0 SO FAR. SIZE OF STIFFNESS MATRIX = 45 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.6/ 427731.2 MB VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05 -------- ---------- -------------- STORY FL. LEVEL IN METE S T A T U S ----- ----------------- -------------------- X Z 1 1.50 OK OK 2 4.65 OK OK 3 7.65 OK OK NOTE : NO SOFT STOREY IS DETECTED.
*********************************************************** * * * X DIRECTION : Ta = 0.336 Tb = 0.605 Tuser = 0.000 * * T = 0.336, LOAD FACTOR = 1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.1294 x 1594.12 = 206.30 KN * * * *********************************************************** ************************************************************************ ***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM. TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS. DYNAMIC ECCENTRICITY APPLIED = DEC - 1
LOAD NO.: 1 DIRECTION : X UNIT - METE STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC. ----- ----- --------------- --------------- --------------- X Z X Z X Z dec + aec dec + aec 1 1.50 0.00 0.00 0.60 0.49 0.00 0.49 2 4.65 0.00 0.00 0.60 0.49 0.00 0.49 3 7.65 0.00 0.00 0.60 0.49 0.00 0.49 ************************************************************************ 177. CHANGE 178. LOAD 2 LOADTYPE SEISMIC TITLE E-X 179. UBC LOAD X -1 DEC 1 ACC -0.05 180. PERFORM ANALYSIS
VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05 -------- ---------- -------------- STORY FL. LEVEL IN METE S T A T U S ----- ----------------- -------------------- X Z 1 1.50 OK OK 2 4.65 OK OK 3 7.65 OK OK NOTE : NO SOFT STOREY IS DETECTED. *********************************************************** * * * X DIRECTION : Ta = 0.336 Tb = 0.605 Tuser = 0.000 * * T = 0.336, LOAD FACTOR = -1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.1294 x 1594.12 = 206.30 KN * * * *********************************************************** ************************************************************************ ***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM. TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS. DYNAMIC ECCENTRICITY APPLIED = DEC - 1
LOAD NO.: 2 DIRECTION : X UNIT - METE STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC. ----- ----- --------------- --------------- --------------- X Z X Z X Z dec - aec dec - aec 1 1.50 0.00 0.00 -0.60 -0.49 0.00 -0.49 2 4.65 0.00 0.00 -0.60 -0.49 0.00 -0.49 3 7.65 0.00 0.00 -0.60 -0.49 0.00 -0.49 ************************************************************************ 181. CHANGE 182. LOAD 3 LOADTYPE SEISMIC TITLE EZ 183. UBC LOAD Z 1 DEC 1 ACC 0.05 184. PERFORM ANALYSIS VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05 -------- ---------- -------------- STORY FL. LEVEL IN METE S T A T U S ----- ----------------- -------------------- X Z 1 1.50 OK OK 2 4.65 OK OK 3 7.65 OK OK NOTE : NO SOFT STOREY IS DETECTED. *********************************************************** * * * Z DIRECTION : Ta = 0.336 Tb = 0.559 Tuser = 0.000 * * T = 0.336, LOAD FACTOR = 1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.1294 x 1594.12 = 206.30 KN * * * ***********************************************************
************************************************************************ ***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM. TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS. DYNAMIC ECCENTRICITY APPLIED = DEC - 1
LOAD NO.: 3 DIRECTION : Z UNIT - METE STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC. ----- ----- --------------- --------------- --------------- X Z X Z X Z dec + aec dec + aec 1 1.50 0.00 0.00 0.60 0.49 0.60 0.00 2 4.65 0.00 0.00 0.60 0.49 0.60 0.00 3 7.65 0.00 0.00 0.60 0.49 0.60 0.00 ************************************************************************ 185. CHANGE 186. LOAD 4 LOADTYPE SEISMIC TITLE E-Z 187. UBC LOAD Z -1 DEC 1 ACC -0.05 188. PERFORM ANALYSIS VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05 -------- ---------- -------------- STORY FL. LEVEL IN METE S T A T U S ----- ----------------- -------------------- X Z 1 1.50 OK OK 2 4.65 OK OK 3 7.65 OK OK
NOTE : NO SOFT STOREY IS DETECTED. *********************************************************** * * * Z DIRECTION : Ta = 0.336 Tb = 0.559 Tuser = 0.000 * * T = 0.336, LOAD FACTOR = -1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.1294 x 1594.12 = 206.30 KN * * * *********************************************************** ************************************************************************ ***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM. TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS. DYNAMIC ECCENTRICITY APPLIED = DEC - 1
LOAD NO.: 4 DIRECTION : Z UNIT - METE STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC. ----- ----- --------------- --------------- --------------- X Z X Z X Z dec - aec dec - aec 1 1.50 0.00 0.00 -0.60 -0.49 -0.60 0.00 2 4.65 0.00 0.00 -0.60 -0.49 -0.60 0.00 3 7.65 0.00 0.00 -0.60 -0.49 -0.60 0.00 ************************************************************************ 189. CHANGE 190. LOAD 5 LOADTYPE DEAD TITLE DL 191. REFERENCE LOAD 192. R1 1.0 193. LOAD 6 LOADTYPE LIVE TITLE LL 194. REFERENCE LOAD 195. R2 1.0 196. LOAD 7 LOADTYPE WIND TITLE WL1 197. WIND LOAD X 1 TYPE 1 YR 1.5 7.65 ZR 0 8
198. WIND LOAD -X 1 TYPE 1 YR 1.5 7.65 ZR 0 8 199. LOAD 8 LOADTYPE WIND TITLE WL2 200. WIND LOAD X -1 TYPE 1 YR 1.5 7.65 ZR 0 8 201. WIND LOAD -X -1 TYPE 1 YR 1.5 7.65 ZR 0 8 202. LOAD 9 LOADTYPE WIND TITLE WL3 203. WIND LOAD Z 1 TYPE 1 YR 1.5 7.65 ZR 0 8 204. WIND LOAD -Z 1 TYPE 1 YR 1.5 7.65 ZR 0 8 205. LOAD 10 LOADTYPE WIND TITLE WL4 206. WIND LOAD Z -1 TYPE 1 YR 1.5 7.65 ZR 0 8 207. WIND LOAD -Z -1 TYPE 1 YR 1.5 7.65 ZR 0 8 208. LOAD COMB 11 GENERATED NSCP 2015 DRIFT 1 209. 5 1.2 6 0.5 1 1.0 210. LOAD COMB 12 GENERATED NSCP 2015 DRIFT 2 211. 5 1.2 6 0.5 2 1.0 212. LOAD COMB 13 GENERATED NSCP 2015 DRIFT 3 213. 5 1.2 6 0.5 3 1.0 214. LOAD COMB 14 GENERATED NSCP 2015 DRIFT 4 215. 5 1.2 6 0.5 4 1.0 216. LOAD COMB 15 GENERATED NSCP 2015 DRIFT 5 217. 5 1.2 6 0.5 1 -1.0 218. LOAD COMB 16 GENERATED NSCP 2015 DRIFT 6 219. 5 1.2 6 0.5 2 -1.0 220. LOAD COMB 17 GENERATED NSCP 2015 DRIFT 7 221. 5 1.2 6 0.5 3 -1.0 222. LOAD COMB 18 GENERATED NSCP 2015 DRIFT 8 223. 5 1.2 6 0.5 4 -1.0 224. LOAD COMB 19 GENERATED NSCP 2015 DRIFT 9 225. 5 0.5 1 1.0 226. LOAD COMB 20 GENERATED NSCP 2015 DRIFT 10 227. 5 0.5 2 1.0 228. LOAD COMB 21 GENERATED NSCP 2015 DRIFT 11 229. 5 0.5 3 1.0
230. LOAD COMB 22 GENERATED NSCP 2015 DRIFT 12 231. 5 0.5 4 1.0 232. LOAD COMB 23 GENERATED NSCP 2015 DRIFT 13 233. 5 0.5 1 -1.0 234. LOAD COMB 24 GENERATED NSCP 2015 DRIFT 14 235. 5 0.5 2 -1.0 236. LOAD COMB 25 GENERATED NSCP 2015 DRIFT 15 237. 5 0.5 3 -1.0 238. LOAD COMB 26 GENERATED NSCP 2015 DRIFT 16 239. 5 0.5 4 -1.0 240. LOAD COMB 27 GENERATED NSCP 2015 USD 1 241. 5 1.4 242. LOAD COMB 28 GENERATED NSCP 2015 USD 2 243. 5 1.2 6 1.6 244. LOAD COMB 29 GENERATED NSCP 2015 USD 3 245. 5 1.2 6 0.5 7 1.0 246. LOAD COMB 30 GENERATED NSCP 2015 USD 4 247. 5 1.2 6 0.5 8 1.0 248. LOAD COMB 31 GENERATED NSCP 2015 USD 5 249. 5 1.2 6 0.5 9 1.0 250. LOAD COMB 32 GENERATED NSCP 2015 USD 6 251. 5 1.2 6 0.5 10 1.0 252. LOAD COMB 33 GENERATED NSCP 2015 USD 7 253. 5 1.42 6 0.5 1 1.25 254. LOAD COMB 34 GENERATED NSCP 2015 USD 8 255. 5 1.42 6 0.5 2 1.25 256. LOAD COMB 35 GENERATED NSCP 2015 USD 9 257. 5 1.42 6 0.5 3 1.25 258. LOAD COMB 36 GENERATED NSCP 2015 USD 10 259. 5 1.42 6 0.5 4 1.25 260. LOAD COMB 37 GENERATED NSCP 2015 USD 11 261. 5 1.42 6 0.5 1 -1.25 262. LOAD COMB 38 GENERATED NSCP 2015 USD 12 263. 5 1.42 6 0.5 2 -1.25 264. LOAD COMB 39 GENERATED NSCP 2015 USD 13 265. 5 1.42 6 0.5 3 -1.25 266. LOAD COMB 40 GENERATED NSCP 2015 USD 14 267. 5 1.42 6 0.5 4 -1.25 268. LOAD COMB 41 GENERATED NSCP 2015 USD 15 269. 5 0.98 6 0.5 1 1.25 270. LOAD COMB 42 GENERATED NSCP 2015 USD 16 271. 5 0.98 6 0.5 2 1.25 272. LOAD COMB 43 GENERATED NSCP 2015 USD 17 273. 5 0.98 6 0.5 3 1.25 274. LOAD COMB 44 GENERATED NSCP 2015 USD 18 275. 5 0.98 6 0.5 4 1.25 276. LOAD COMB 45 GENERATED NSCP 2015 USD 19 277. 5 0.98 6 0.5 1 -1.25 278. LOAD COMB 46 GENERATED NSCP 2015 USD 20 279. 5 0.98 6 0.5 2 -1.25 280. LOAD COMB 47 GENERATED NSCP 2015 USD 21 281. 5 0.98 6 0.5 3 -1.25 282. LOAD COMB 48 GENERATED NSCP 2015 USD 22 283. 5 0.98 6 0.5 4 -1.25 284. LOAD COMB 49 GENERATED NSCP 2015 USD 23 285. 5 1.12 1 1.25
286. LOAD COMB 50 GENERATED NSCP 2015 USD 24 287. 5 1.12 2 1.25 288. LOAD COMB 51 GENERATED NSCP 2015 USD 25 289. 5 1.12 3 1.25 290. LOAD COMB 52 GENERATED NSCP 2015 USD 26 291. 5 1.12 4 1.25 292. LOAD COMB 53 GENERATED NSCP 2015 USD 27 293. 5 1.12 1 -1.25 294. LOAD COMB 54 GENERATED NSCP 2015 USD 28 295. 5 1.12 2 -1.25 296. LOAD COMB 55 GENERATED NSCP 2015 USD 29 297. 5 1.12 3 -1.25 298. LOAD COMB 56 GENERATED NSCP 2015 USD 30 299. 5 1.12 4 -1.25 300. LOAD COMB 57 GENERATED NSCP 2015 USD 31 301. 5 0.68 1 1.25 302. LOAD COMB 58 GENERATED NSCP 2015 USD 32 303. 5 0.68 2 1.25 304. LOAD COMB 59 GENERATED NSCP 2015 USD 33 305. 5 0.68 3 1.25 306. LOAD COMB 60 GENERATED NSCP 2015 USD 34 307. 5 0.68 4 1.25 308. LOAD COMB 61 GENERATED NSCP 2015 USD 35 309. 5 0.68 1 -1.25 310. LOAD COMB 62 GENERATED NSCP 2015 USD 36 311. 5 0.68 2 -1.25 312. LOAD COMB 63 GENERATED NSCP 2015 USD 37 313. 5 0.68 3 -1.25 314. LOAD COMB 64 GENERATED NSCP 2015 USD 38 315. 5 0.68 4 -1.25 316. LOAD COMB 65 GENERATED NSCP 2015 FOOTING DESIGN 1 317. 5 1.0 6 0.75 318. LOAD COMB 66 GENERATED NSCP 2015 FOOTING DESIGN 2 319. 5 0.6 7 0.6 320. LOAD COMB 67 GENERATED NSCP 2015 FOOTING DESIGN 3 321. 5 0.6 8 0.6 322. LOAD COMB 68 GENERATED NSCP 2015 FOOTING DESIGN 4 323. 5 0.6 9 0.6 324. LOAD COMB 69 GENERATED NSCP 2015 FOOTING DESIGN 5 325. 5 0.6 10 0.6 326. LOAD COMB 70 GENERATED NSCP 2015 FOOTING DESIGN 6 327. 5 0.757 1 0.893 328. LOAD COMB 71 GENERATED NSCP 2015 FOOTING DESIGN 7 329. 5 0.757 2 0.893 330. LOAD COMB 72 GENERATED NSCP 2015 FOOTING DESIGN 8 331. 5 0.757 3 0.893 332. LOAD COMB 73 GENERATED NSCP 2015 FOOTING DESIGN 9 333. 5 0.757 4 0.893 334. LOAD COMB 74 GENERATED NSCP 2015 FOOTING DESIGN 10 335. 5 0.757 1 -0.893 336. LOAD COMB 75 GENERATED NSCP 2015 FOOTING DESIGN 11 337. 5 0.757 2 -0.893 338. LOAD COMB 76 GENERATED NSCP 2015 FOOTING DESIGN 12 339. 5 0.757 3 -0.893 340. LOAD COMB 77 GENERATED NSCP 2015 FOOTING DESIGN 13 341. 5 0.757 4 -0.893
342. LOAD COMB 78 GENERATED NSCP 2015 FOOTING DESIGN 14 343. 5 1.0 6 1.0 344. LOAD COMB 79 GENERATED NSCP 2015 FOOTING DESIGN 15 345. 5 1.157 6 1.0 1 0.893 346. LOAD COMB 80 GENERATED NSCP 2015 FOOTING DESIGN 16 347. 5 1.157 6 1.0 2 0.893 348. LOAD COMB 81 GENERATED NSCP 2015 FOOTING DESIGN 17 349. 5 1.157 6 1.0 3 0.893 350. LOAD COMB 82 GENERATED NSCP 2015 FOOTING DESIGN 18 351. 5 1.157 6 1.0 4 0.893 352. LOAD COMB 83 GENERATED NSCP 2015 FOOTING DESIGN 19 353. 5 1.157 6 1.0 1 -0.893 354. LOAD COMB 84 GENERATED NSCP 2015 FOOTING DESIGN 20 355. 5 1.157 6 1.0 2 -0.893 356. LOAD COMB 85 GENERATED NSCP 2015 FOOTING DESIGN 21 357. 5 1.157 6 1.0 3 -0.893 358. LOAD COMB 86 GENERATED NSCP 2015 FOOTING DESIGN 22 359. 5 1.157 6 1.0 4 -0.893 360. PERFORM ANALYSIS VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05 -------- ---------- -------------- STORY FL. LEVEL IN METE S T A T U S ----- ----------------- -------------------- X Z 1 1.50 OK OK 2 4.65 OK OK 3 7.65 OK OK NOTE : NO SOFT STOREY IS DETECTED. 361. LOAD LIST 11 TO 26 362. PRINT DIA CR
************************************************************ CENTRE OF RIGIDITY UNIT - METE ------------------ ----------- DIAPHRAM FL. LEVEL X-COORDINATE Z-COORDINATE 1 1.500 6.031 4.991 2 4.650 6.586 4.981 3 7.650 6.418 4.846 ************************************************************ 363. PRINT STORY DRIFT 0.004202
STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATUS ------------------------------------------------------------------------------------------ (METE) X Z X Z BASE= 0.00 ALLOW. DRIFT = L / 238 1 0.00 11 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 12 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 13 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 14 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 15 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 16 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 17 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 18 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 19 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 20 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 21 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 22 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 23 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 24 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 25 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 26 0.0000 0.0000 0.0000 0.0000 L /999999 PASS 2 1.50 11 0.3916 -0.0008 0.3916 0.0008 L / 383 PASS
12 -0.3896 -0.0002 0.3896 0.0002 L / 385 PASS 13 -0.0046 0.3601 0.0046 0.3601 L / 416 PASS 14 0.0067 -0.3612 0.0067 0.3612 L / 415 PASS 15 -0.3896 -0.0002 0.3896 0.0002 L / 385 PASS 16 0.3916 -0.0008 0.3916 0.0008 L / 383 PASS 17 0.0067 -0.3612 0.0067 0.3612 L / 415 PASS 18 -0.0046 0.3601 0.0046 0.3601 L / 416 PASS 19 0.3910 -0.0005 0.3910 0.0005 L / 383 PASS 20 -0.3902 0.0001 0.3902 0.0001 L / 384 PASS 21 -0.0053 0.3605 0.0053 0.3605 L / 416 PASS 22 0.0060 -0.3608 0.0060 0.3608 L / 416 PASS 23 -0.3902 0.0001 0.3902 0.0001 L / 384 PASS 24 0.3910 -0.0005 0.3910 0.0005 L / 383 PASS 25 0.0060 -0.3608 0.0060 0.3608 L / 416 PASS 26 -0.0053 0.3605 0.0053 0.3605 L / 416 PASS 3 4.65 11 1.2947 0.0123 0.9031 0.0131 L / 349 PASS 12 -1.2631 0.0166 0.8736 0.0168 L / 360 PASS 13 -0.0151 1.1356 0.0105 0.7755 L / 406 PASS 14 0.0466 -1.1068 0.0400 0.7456 L / 422 PASS 15 -1.2631 0.0166 0.8736 0.0168 L / 360 PASS 16 1.2947 0.0123 0.9031 0.0131 L / 349 PASS 17 0.0466 -1.1068 0.0400 0.7456 L / 422 PASS 18 -0.0151 1.1356 0.0105 0.7755 L / 406 PASS 19 1.2846 0.0029 0.8937 0.0033 L / 352 PASS 20 -1.2732 0.0071 0.8830 0.0070 L / 357 PASS 21 -0.0251 1.1262 0.0199 0.7657 L / 411 PASS 22 0.0366 -1.1162 0.0306 0.7554 L / 417 PASS 23 -1.2732 0.0071 0.8830 0.0070 L / 357 PASS
STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATUS ------------------------------------------------------------------------------------------ (METE) X Z X Z BASE= 0.00 ALLOW. DRIFT = L / 238 24 1.2846 0.0029 0.8937 0.0033 L / 352 PASS 25 0.0366 -1.1162 0.0306 0.7554 L / 417 PASS 26 -0.0251 1.1262 0.0199 0.7657 L / 411 PASS 4 7.65 11 1.7775 0.0298 0.4828 0.0175 L / 621 PASS 12 -1.7142 0.0321 0.4511 0.0156 L / 665 PASS 13 0.0113 1.5152 0.0264 0.3796 L / 790 PASS 14 0.0520 -1.4533 0.0053 0.3465 L / 866 PASS 15 -1.7142 0.0321 0.4511 0.0156 L / 665 PASS 16 1.7775 0.0298 0.4828 0.0175 L / 621 PASS 17 0.0520 -1.4533 0.0053 0.3465 L / 866 PASS 18 0.0113 1.5152 0.0264 0.3796 L / 790 PASS 19 1.7573 0.0096 0.4727 0.0067 L / 634 PASS 20 -1.7344 0.0119 0.4612 0.0048 L / 650 PASS 21 -0.0089 1.4950 0.0163 0.3688 L / 813 PASS 22 0.0318 -1.4735 0.0048 0.3573 L / 840 PASS 23 -1.7344 0.0119 0.4612 0.0048 L / 650 PASS 24 1.7573 0.0096 0.4727 0.0067 L / 634 PASS 25 0.0318 -1.4735 0.0048 0.3573 L / 840 PASS
26 -0.0089 1.4950 0.0163 0.3688 L / 813 PASS 364. START CONCRETE DESIGN 365. CODE ACI 366. CLB 0.05 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113 367. CLS 0.05 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113 368. CLT 0.05 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113 369. FC 21000 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113 370. FYMAIN 275000 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113 371. FYSEC 275000 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113 372. MAXMAIN 20 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113 373. MINMAIN 12 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113 374. MINSEC 8 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113 375. REINF 0 MEMB 1 TO 9 49 TO 51 58 TO 87 111 112 376. SWY 0 MEMB 1 TO 9 49 TO 51 58 TO 87 111 112 377. TRACK 0 ALL 378. WIDTH 0.3 MEMB 1 TO 9 13 TO 18 22 TO 27 32 33 35 36 38 39 41 42 44 45 - 379. 49 TO 51 53 54 56 TO 87 90 TO 93 96 TO 99 102 TO 113 380. DEPTH 0.3 MEMB 1 TO 9 13 TO 18 22 TO 27 32 33 35 36 38 39 41 42 44 45 - 381. 49 TO 51 53 54 56 TO 87 90 TO 93 96 TO 99 102 TO 113 382. DEPTH 0.4 MEMB 10 TO 12 19 TO 21 29 30 37 40 43 52 55 88 89 94 95 100 101 383. DESIGN COLUMN 1 TO 9 49 TO 51 58 TO 87 111 112