Large Footing Design

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 33 103 106
39. _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 GY
95. 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