Oro Structural Analysis

STRUCTURAL ANALYSIS & DESIGN
PROJECT :OCTOBER 05, 2019

LOCATION :SOLANA, JASAAN, MIS. OR.
OWNER :MICHAEL ORO
DATE :DEC. 04, 2019
FROM THE OFFICE OF:
ENGR. ALJER O. MISO

CIVIL/STRUCTURAL ENGINEER
PRC # : 0138203
PTR # : 9311653
DATE ISSUED : 01-07-2019
PLACED ISSUED: LAGONGLONG, MIS. OR.
TIN: 324-433-228-000
STRUCTURAL ANALYSIS & DESIGN
DESIGN CRITERIA
CONCRETE PROPERTIES:
POISSON’S RATIO (NU) : 0.17

THERMAL COEFFICIENT (A) : 0.00001
DENSITY (ɤ) : 24 KN/m^3
CRITICAL DAMPING RATIO : 0.05
MODULUS ELASTICITY (YOUNG’S) : 21.538 KPA
SHEAR MODULUS : 9.10 KPA
COMPRESSIVE STRENGHT (Fc’) : 20.7 MPA(3,000PSI)
STEEL PROPERTIES:
YEILD STRENGHT (Fy) : 228 MPA (GRADE 33) for 10mm dia & above
DESIGN LOADS:
DEAD LOADS (DL) : SELFWEIGHT

: CONCRETE SLAB (2.4KN/m^2)
: SIDL (1.5KN/m^2)
: 4”THK.WALLPLASTERED(3KN/m-h)
: MOVABLE PARTITION (0.5KN/m^2)
LIVELOADS (LL) :2.0 KPA (RESIDENTIAL)
LOAD COMBINATIONS:
ULTIMATE LOADS : NSCP2015-SEC.203.3.1

SERVICE LOADS : NSCP2015-SEC.203.4.2
SEISMIC PARAMETERS:
SEISMIC ZONE : ZONE 4 NSCP2015-SEC.208.4.4.1

OCCUPANCY (SEISMIC IMPORTANCE FACTOR (I)) : 1.0 NSCP2015-TABLE 208-1
SEISMIC-FORCE RESISTING SYSTEM, (R) : 8.5 NSCP2015-TABLE 208-11A
NEAR SOURCE FACTOR (Na) : 1.2 NSCP2015-TABLE 208-5

NEAR SOURCE FACTOR (Nv) : 1.6 NSCP2015-TABLE 208-6
http://faultfinder.phivolcs.dost.gov.ph/
CT VALUE (CT) :0.0731 NSCP2015-SEC.208.5.2.2
DRIFT CHECK (ALLOWABLE DRIFT) :0.0042 PER METER HEIGHT
WIND PARAMETERS: : ASCE-7 2010
BUILDING CATEGORY :CATEGORY IV (STANDARD OCCUPANCY)

BASIC WIND SPEED :280 KPH
BARANGAY SOLANA,
JASAAN, MIS. OR.
EXPOSURE CATEGORY :B
Saturday, December 07, 2019, 04:33 PM
PAGE NO. 1
****************************************************
* *
* STAAD.Pro V8i SELECTseries6 *
* Version 20.07.11.45 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= DEC 7, 2019 *
* Time= 16:32:34 *
* *
* USER ID: PICE *
****************************************************
1. STAAD SPACE DXF IMPORT OF ORO IMPORT.DXF

INPUT FILE: C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Peroc.. .STD
2. START JOB INFORMATION
3. ENGINEER DATE 27-NOV-19
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 2 3.35631 -1.5 15.8821; 3 0 -1.5 0; 4 3.7 -1.5 4.52835E-007
9. 5 7.4 -1.5 4.85215E-010; 6 -1.06331E-006 -1.5 5; 7 3.7 -1.5 5; 8 7.4 -1.5 5
10. 9 -1.0638E-006 -1.5 8.1; 10 3.7 -1.5 8.1; 11 7.4 -1.5 8.1
11. 12 4.85215E-010 -1.5 12.55; 13 3.7 -1.5 12.55; 14 7.4 -1.5 12.55
12. 15 1.72799E-006 -1.5 15.8822; 16 7.4 -1.5 15.8821; 17 3.35631 3 12.55
13. 18 3.35631 3 15.8821; 19 0 3 0; 20 3.7 3 4.52835E-007; 21 7.4 3 4.85215E-010
14. 22 -1.06331E-006 3 5; 23 3.7 3 5; 24 7.4 3 5; 25 -1.0638E-006 3 8.1
15. 26 3.7 3 8.1; 27 7.4 3 8.1; 28 4.85215E-010 3 12.55; 29 3.7 3 12.55
16. 30 7.4 3 12.55; 31 1.72799E-006 3 15.8822; 32 7.4 3 15.8821; 35 0 6 0
17. 36 3.7 6 4.52835E-007; 37 7.4 6 4.85215E-010; 38 -1.06331E-006 6 5; 39 3.7 6 5
18. 40 7.4 6 5; 41 -1.0638E-006 6 8.1; 42 3.7 6 8.1; 43 7.4 6 8.1
19. 44 4.85215E-010 6 12.55; 45 3.7 6 12.55; 46 7.4 6 12.55
20. MEMBER INCIDENCES
21. 25 2 18; 26 3 19; 27 4 20; 28 5 21; 29 6 22; 30 7 23; 31 8 24; 32 9 25
22. 33 10 26; 34 11 27; 35 12 28; 36 13 29; 37 14 30; 38 15 31; 39 16 32; 40 17 18
23. 41 19 20; 42 20 21; 43 22 23; 44 23 24; 45 25 26; 46 26 27; 47 28 17; 48 17 29
24. 49 29 30; 50 31 18; 51 18 32; 52 19 22; 53 22 25; 54 25 28; 55 28 31; 56 21 24
25. 57 24 27; 58 27 30; 59 30 32; 60 20 23; 61 23 26; 62 26 29; 65 19 35; 66 20 36
26. 67 21 37; 68 22 38; 69 23 39; 70 24 40; 71 25 41; 72 26 42; 73 27 43; 74 28 44
27. 75 29 45; 76 30 46; 80 35 36; 81 36 37; 82 38 39; 83 39 40; 84 41 42; 85 42 43
28. 86 44 45; 88 45 46; 91 35 38; 92 38 41; 93 41 44; 95 37 40; 96 40 43; 97 43 46
29. 99 36 39; 100 39 42; 101 42 45
30. DEFINE MATERIAL START
31. ISOTROPIC 3000PSI
32. E 2.1538E+007
33. POISSON 0.17
34. DENSITY 24
35. ALPHA 1E-005
36. DAMP 0.05
37. G 9.1E+006
38. END DEFINE MATERIAL
C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

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DXF IMPORT OF ORO IMPORT.DXF -- PAGE NO. 2
39. MEMBER PROPERTY AMERICAN

40. 80 TO 86 88 91 TO 93 95 TO 97 99 TO 101 PRIS YD 0.4 ZD 0.2
41. 25 TO 39 65 TO 76 PRIS YD 0.3 ZD 0.3
42. MEMBER PROPERTY AMERICAN
43. 40 TO 62 PRIS YD 0.4 ZD 0.25
44. CONSTANTS
45. MATERIAL 3000PSI ALL
46. SUPPORTS
47. 2 TO 16 FIXED
48. MEMBER CRACKED
49. 40 TO 62 80 TO 85 88 91 TO 93 95 TO 97 99 TO 100 -
50. 101 REDUCTION RIY 0.350000 RIZ 0.350000
51. 25 TO 39 65 TO 76 REDUCTION RIY 0.700000 RIZ 0.700000
52. SLAVE ZX MASTER 19 JOINT 17 TO 32
53. SLAVE ZX MASTER 35 JOINT 35 TO 46
54. **** REFERENCE LOADS ****
55. ************************
56. DEFINE REFERENCE LOADS
57. LOAD R1 LOADTYPE DEAD TITLE SELFWIEGHT
58. SELFWEIGHT Y 1
59. FLOOR LOAD
60. YRANGE 0 3 FLOAD 2.4 GY
61. LOAD R2 LOADTYPE DEAD TITLE SIDL
62. FLOOR LOAD
64. LOAD R3 LOADTYPE DEAD TITLE PARTITION
65. MEMBER LOAD
66. 41 TO 49 52 TO 54 56 TO 58 60 TO 62 UNI GY 3
67. LOAD R4 LOADTYPE DEAD TITLE MP
68. FLOOR LOAD
70. LOAD R5 LOADTYPE LIVE TITLE LL
71. FLOOR LOAD
73. END DEFINE REFERENCE LOADS
74. DEFINE UBC ACCIDENTAL LOAD
75. ZONE 0.4 I 1 RWX 8.5 RWZ 8.5 STYP 3 CT 0.0731 NA 1.2 NV 1.6
76. REFERENCE LOAD Y
77. R1 1.0 R2 1.0 R3 1.0 R4 1.0
78. DEFINE WIND LOAD
*** NOTE: If any floor diaphragm is present in the model Wind Load definition
should be defined after Floor Diaphragm definition. Otherwise wind
load generation may be unsuccessful during analysis.
79. TYPE 1 WIND 1

80. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
81. ASCE-7-2010:PARAMS 280.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 -
82. 1 40.000 FT 30.000 FT 25.000 FT 2.000 0.010 0 -
83. 0 0 0 0 0.761 1.000 1.000 0.850 0 -
84. 0 0 0 0.866 0.800 -0.550
85. !> END GENERATED DATA BLOCK
86. INT 2.57479 2.57479 2.61881 2.65939 2.69711 2.73242 2.76565 2.79707 2.8269 -
87. 2.85533 2.8825 2.90853 2.93355 2.95763 2.98085 HEIG 0 4.572 5.15815 -
88. 5.74431 6.33046 6.91662 7.50277 8.08892 8.67508 9.26123 9.84739 -
89. 10.4335 11.0197 11.6059 12.192

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90. **************
91. LOAD 1 LOADTYPE SEISMIC TITLE EXPE
92. UBC LOAD X 1
93. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS 43 NUMBER OF MEMBERS 67

NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 15
SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER
ORIGINAL/FINAL BAND-WIDTH= 16/ 9/ 89 DOF

TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 90
TOTAL LOAD COMBINATION CASES = 0 SO FAR.
SIZE OF STIFFNESS MATRIX = 9 DOUBLE KILO-WORDS
REQRD/AVAIL. DISK SPACE = 12.2/1519237.9 MB
***********************************************************
* *
* X DIRECTION : Ta = 0.331 Tb = 0.634 Tuser = 0.000 *
* T = 0.331, LOAD FACTOR = 1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1412 x 1414.01 = 199.62 KN *
* *
***********************************************************
94. CHANGE
95. LOAD 2 LOADTYPE SEISMIC TITLE EXNE
96. UBC LOAD X -1.

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***********************************************************
* *
* X DIRECTION : Ta = 0.331 Tb = 0.634 Tuser = 0.000 *
* T = 0.331, LOAD FACTOR = -1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1412 x 1414.01 = 199.62 KN *
* *
***********************************************************
98. CHANGE
99. LOAD 3 LOADTYPE SEISMIC TITLE EZPE
100. UBC LOAD Z 1
***********************************************************
* *
* Z DIRECTION : Ta = 0.331 Tb = 0.614 Tuser = 0.000 *
* T = 0.331, LOAD FACTOR = 1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1412 x 1414.01 = 199.62 KN *
* *
***********************************************************
102. CHANGE
103. LOAD 4 LOADTYPE SEISMIC TITLE EZNE
104. UBC LOAD Z -1.

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***********************************************************
* *
* Z DIRECTION : Ta = 0.331 Tb = 0.614 Tuser = 0.000 *
* T = 0.331, LOAD FACTOR = -1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1412 x 1414.01 = 199.62 KN *
* *
***********************************************************
106. CHANGE
107. LOAD 5 LOADTYPE DEAD TITLE SELFWEIGHT
108. REFERENCE LOAD
109. R1 -1.0
110. LOAD 6 LOADTYPE DEAD TITLE SIDL
111. REFERENCE LOAD
112. R2 -1.0
113. LOAD 7 LOADTYPE DEAD TITLE PARTITION
114. REFERENCE LOAD
115. R3 -1.0
116. LOAD 8 LOADTYPE DEAD TITLE MP
117. REFERENCE LOAD
118. R4 -1.0
119. LOAD 9 LOADTYPE LIVE TITLE LIVE
120. REFERENCE LOAD
121. R5 -1.0
122. LOAD 10 LOADTYPE WIND TITLE WLX
123. WIND LOAD X 1 TYPE 1 YR 0 6
124. LOAD 11 LOADTYPE WIND TITLE WLZ
125. WIND LOAD Z 1 TYPE 1 YR 0 6
126. ************************
127. **** SERVICE LOADS ****
128. ************************
129. LOAD COMB 101 DL + LL
130. 5 1.0 6 1.0 7 1.0 8 1.0 9 1.0
131. LOAD COMB 102 0.75DL + 0.56LL + 0.56LLR + 0.34WLX
132. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.56 10 0.34
133. LOAD COMB 103 0.75DL + 0.56LL + 0.56LLR + 0.34WLZ
134. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.56 11 0.34
135. LOAD COMB 104 0.75DL + 0.56LL + 0.56LR + 0.4EXPE
136. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.56 1 0.4
137. LOAD COMB 105 0.75DL + 0.56LL + 0.56LR + 0.4EXNE
138. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.56 2 0.4
139. LOAD COMB 106 0.75DL + 0.56LL + 0.56LR + 0.4EZPE
140. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.56 3 0.4
141. LOAD COMB 107 0.75DL + 0.56LL + 0.56LR + 0.4EZNE
142. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.56 4 0.4
143. LOAD COMB 108 0.45DL + 0.45WLX

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144. 5 0.45 6 0.45 7 0.45 8 0.45 10 0.45

145. LOAD COMB 109 0.45DL + 0.45WLZ
146. 5 0.45 6 0.45 7 0.45 8 0.45 11 0.45
147. LOAD COMB 110 0.45DL + 0.54EXPE
148. 5 0.45 6 0.45 7 0.45 8 0.45 1 0.54
149. LOAD COMB 111 0.45DL + 0.54EXNE
150. 5 0.45 6 0.45 7 0.45 8 0.45 2 0.54
151. LOAD COMB 112 0.45DL + 0.54EZPE
152. 5 0.45 6 0.45 7 0.45 8 0.45 3 0.54
153. LOAD COMB 113 0.45DL + 0.54EYNE
154. 5 0.45 6 0.45 7 0.45 8 0.45 4 0.54
155. LOAD COMB 114 0.75DL + 0.75LL + 0.75LLR
156. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.75
157. LOAD COMB 115 0.75DL + 0.75LL + 0.45WLX
158. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.75 10 0.45
159. LOAD COMB 116 0.75DL + 0.75LL + 0.45WLZ
160. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.75 11 0.45
161. LOAD COMB 117 0.75DL + 0.75LL + 0.54EXPE
162. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.75 1 0.54
163. LOAD COMB 118 0.75DL + 0.75LL + 0.54EXNE
164. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.75 2 0.54
165. LOAD COMB 119 0.75DL + 0.75LL + 0.54EZPE
166. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.75 3 0.54
167. LOAD COMB 120 0.75DL + 0.75LL + 0.54EZNE
168. 5 0.75 6 0.75 7 0.75 8 0.75 9 0.75 4 0.54
169. ************************
170. *****ULTIMATE LOADS******
171. ************************
172. LOAD COMB 201 1.4DL
173. 5 1.4 6 1.4 7 1.4 8 1.4
174. LOAD COMB 202 1.2DL + 1.6LL + 0.5LLR
175. 5 1.2 6 1.2 7 1.2 8 1.2 9 1.6
176. LOAD COMB 203 1.2DL + 1.6LLR + F1LL
177. 5 1.2 6 1.2 7 1.2 8 1.2 9 0.5
178. LOAD COMB 204 1.2DL + 1.6LLR + 0.5WLX
179. 5 1.2 6 1.2 7 1.2 8 1.2 9 1.6 10 0.5
180. LOAD COMB 205 1.2DL + 1.6LLR + 0.5WLX
181. 5 1.2 6 1.2 7 1.2 8 1.2 9 1.6 11 0.5
182. LOAD COMB 206 1.2DL + WLX + F1LL + 0.5LLR
183. 5 1.2 6 1.2 7 1.2 8 1.2 9 0.5 10 1.0
184. LOAD COMB 207 1.2DL + WLZ + F1LL + 0.5LLR
185. 5 1.2 6 1.2 7 1.2 8 1.2 9 0.5 11 1.0
186. LOAD COMB 208 [1.2 + 0.5CAI]DL + F1LL + EXPE
187. 5 1.4 6 1.4 7 1.4 8 1.4 9 0.5 1 1.0
188. LOAD COMB 209 [1.2 + 0.5CAI]DL + F1LL + EXNE
189. 5 1.4 6 1.4 7 1.4 8 1.4 9 0.5 2 1.0
190. LOAD COMB 210 [1.2 + 0.5CAI]DL + F1LL + EZPE
191. 5 1.4 6 1.4 7 1.4 8 1.4 9 0.5 3 1.0
192. LOAD COMB 211 [1.2 + 0.5CAI]DL + F1LL + EZNE
193. 5 1.4 6 1.4 7 1.4 8 1.4 9 0.5 4 1.0
194. LOAD COMB 212 0.9DL + WLX
195. 5 0.9 6 0.9 7 0.9 8 0.9 10 1.0
196. LOAD COMB 213 0.9DL + WLZ
197. 5 0.9 6 0.9 7 0.9 8 0.9 11 1.0
198. LOAD COMB 214 [0.9 + 0.5CAI]DL + EXPE
199. 5 1.1 6 1.1 7 1.1 8 1.1 1 1.0

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200. LOAD COMB 215 [0.9 + 0.5CAI]DL + EXNE

201. 5 1.1 6 1.1 7 1.1 8 1.1 2 1.0
202. LOAD COMB 216 [0.9 + 0.5CAI]DL + EZPE
203. 5 1.1 6 1.1 7 1.1 8 1.1 3 1.0
204. LOAD COMB 217 [0.9 + 0.5CAI]DL + EZNE
205. 5 1.1 6 1.1 7 1.1 8 1.1 4 1.0
207. LOAD LIST 201 TO 217

208. START CONCRETE DESIGN
209. CODE ACI
210. CLB 0.04 ALL
211. CLS 0.04 ALL
212. CLT 0.04 ALL
213. FC 21000 ALL
214. FYMAIN 228000 ALL
215. FYSEC 228000 ALL
216. MAXMAIN 16 ALL
217. MINMAIN 16 ALL
218. MINSEC 10 ALL
219. TRACK 2 ALL
220. DESIGN COLUMN 25 TO 39 65 TO 76

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ACI 318-11 COLUMN NO. 25 DESIGN RESULTS

===============================================
FY - 228.0 FC - 21.0 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED

AREA OF STEEL REQUIRED = 1530.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------
20 - 0 MM 0.000 208 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 157.91 MM
COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)
--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
1606.50 1285.20 857.51 59.97 69.9
M0 P-tens. Des.Pn Des.Mn e/h
2.03 0.00 103.51 47.06 0.10104
--------------------------------------------------------
COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)
--------------------------------------------------------
1606.50 1285.20 857.51 59.97 69.9
2.03 0.00 103.51 11.07 0.02376
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1186.34 46.54 593.17 56.12
P0 |* 1087.48 52.70 494.31 51.33
| * 988.62 57.04 395.45 44.72
Pn,max|__* 889.75 59.55 296.58 36.27
| * 790.89 60.23 197.72 26.01
Pn | * 692.03 59.09 98.86 13.92
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 1186.34 46.54 593.17 56.12
COMPRESSION| * 1087.48 52.70 494.31 51.33
Pb|-------*Mb 988.62 57.04 395.45 44.72
| * 889.75 59.55 296.58 36.27
___________|____*_______ 790.89 60.23 197.72 26.01
| * M0 Mn, 692.03 59.09 98.86 13.92
| * BENDING
P-tens|* MOMENT
|

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


----------------------------------------------------------
8 - 16 MM 1.787 209 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 196.12 57.24 0.06486
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 196.12 7.20 0.00816
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

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


----------------------------------------------------------
20 - 16 MM 1.787 208 END 0.650

--------------------------------------------------------
2451.57 1961.26 928.08 122.67 132.2
96.87 -916.85 259.56 51.00 0.04366
--------------------------------------------------------
--------------------------------------------------------
2451.57 1961.26 928.08 122.67 132.2
96.87 -916.85 259.56 25.66 0.02197
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1810.39 68.50 905.20 123.00
P0 |* 1659.53 79.50 754.33 124.51
| * 1508.66 89.95 603.46 124.21
Pn,max|__* 1357.79 99.61 452.60 120.86
| * 1206.93 108.37 301.73 115.07
Pn | * 1056.06 116.23 150.87 107.67
AXIAL| * 1810.39 68.50 905.20 123.00
COMPRESSION| * 1659.53 79.50 754.33 124.51
Pb|-------*Mb 1508.66 89.95 603.46 124.21
| * 1357.79 99.61 452.60 120.86
___________|____*_______ 1206.93 108.37 301.73 115.07
| * M0 Mn, 1056.06 116.23 150.87 107.67
| * BENDING
P-tens|* MOMENT
|

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


----------------------------------------------------------
8 - 16 MM 1.787 217 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 136.49 0.92 0.00150
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 136.49 55.28 0.09001
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

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


----------------------------------------------------------
8 - 16 MM 1.787 216 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 159.85 2.44 0.00340
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 159.85 55.06 0.07654
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

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


----------------------------------------------------------
8 - 16 MM 1.787 216 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 269.42 1.55 0.00128
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 269.42 58.62 0.04835
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 13
RESIDENCE.a
of 35

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


----------------------------------------------------------
20 - 16 MM 1.787 210 END 0.650

--------------------------------------------------------
2451.57 1961.26 928.08 122.67 132.2
96.87 -916.85 208.30 11.80 0.01259
--------------------------------------------------------
--------------------------------------------------------
2451.57 1961.26 928.08 122.67 132.2
96.87 -916.85 208.30 57.16 0.06098
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1810.39 68.50 905.20 123.00
P0 |* 1659.53 79.50 754.33 124.51
| * 1508.66 89.95 603.46 124.21
Pn,max|__* 1357.79 99.61 452.60 120.86
| * 1206.93 108.37 301.73 115.07
Pn | * 1056.06 116.23 150.87 107.67
AXIAL| * 1810.39 68.50 905.20 123.00
COMPRESSION| * 1659.53 79.50 754.33 124.51
Pb|-------*Mb 1508.66 89.95 603.46 124.21
| * 1357.79 99.61 452.60 120.86
___________|____*_______ 1206.93 108.37 301.73 115.07
| * M0 Mn, 1056.06 116.23 150.87 107.67
| * BENDING
P-tens|* MOMENT
|

Page 14
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of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 217 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 149.11 4.27 0.00637
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 149.11 52.96 0.07893
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 15
RESIDENCE.a
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===============================================


----------------------------------------------------------
8 - 16 MM 1.787 217 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 252.41 0.30 0.00026
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 252.41 55.92 0.04923
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 16
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 217 END 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 131.85 7.66 0.01290
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 131.85 50.66 0.08538
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 17
RESIDENCE.a
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===============================================


----------------------------------------------------------
8 - 16 MM 1.787 216 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 144.85 5.89 0.00903
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 144.85 53.57 0.08219
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 18
RESIDENCE.a
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===============================================


----------------------------------------------------------
8 - 16 MM 1.787 216 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 242.85 2.63 0.00241
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 242.85 56.01 0.05125
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 19
RESIDENCE.a
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===============================================


----------------------------------------------------------
8 - 16 MM 1.787 216 END 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 126.92 6.95 0.01216
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 126.92 51.26 0.08975
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 20
RESIDENCE.a
of 35

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


----------------------------------------------------------
20 - 0 MM 0.000 210 END 0.650

--------------------------------------------------------
1606.50 1285.20 857.51 59.97 69.9
2.03 0.00 60.08 10.13 0.03747
--------------------------------------------------------
--------------------------------------------------------
1606.50 1285.20 857.51 59.97 69.9
2.03 0.00 60.08 44.22 0.16358
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1186.34 46.54 593.17 56.12
P0 |* 1087.48 52.70 494.31 51.33
| * 988.62 57.04 395.45 44.72
Pn,max|__* 889.75 59.55 296.58 36.27
| * 790.89 60.23 197.72 26.01
Pn | * 692.03 59.09 98.86 13.92
AXIAL| * 1186.34 46.54 593.17 56.12
COMPRESSION| * 1087.48 52.70 494.31 51.33
Pb|-------*Mb 988.62 57.04 395.45 44.72
| * 889.75 59.55 296.58 36.27
___________|____*_______ 790.89 60.23 197.72 26.01
| * M0 Mn, 692.03 59.09 98.86 13.92
| * BENDING
P-tens|* MOMENT
|

Page 21
RESIDENCE.a
of 35

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


----------------------------------------------------------
20 - 0 MM 0.000 208 END 0.650

--------------------------------------------------------
1606.50 1285.20 857.51 59.97 69.9
2.03 0.00 60.60 44.83 0.16439
--------------------------------------------------------
--------------------------------------------------------
1606.50 1285.20 857.51 59.97 69.9
2.03 0.00 60.60 8.57 0.03141
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1186.34 46.54 593.17 56.12
P0 |* 1087.48 52.70 494.31 51.33
| * 988.62 57.04 395.45 44.72
Pn,max|__* 889.75 59.55 296.58 36.27
| * 790.89 60.23 197.72 26.01
Pn | * 692.03 59.09 98.86 13.92
AXIAL| * 1186.34 46.54 593.17 56.12
COMPRESSION| * 1087.48 52.70 494.31 51.33
Pb|-------*Mb 988.62 57.04 395.45 44.72
| * 889.75 59.55 296.58 36.27
___________|____*_______ 790.89 60.23 197.72 26.01
| * M0 Mn, 692.03 59.09 98.86 13.92
| * BENDING
P-tens|* MOMENT
|

Page 22
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 210 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 48.42 13.02 0.08965
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 48.42 32.36 0.22277
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 23
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 209 END 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 69.13 23.83 0.11492
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 69.13 30.41 0.14663
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 24
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 210 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 49.06 13.33 0.09055
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 49.06 32.18 0.21864
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 25
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 210 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 69.00 19.16 0.09257
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 69.00 34.93 0.16877
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 26
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 210 END 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 100.58 0.44 0.00145
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 100.58 43.20 0.14316
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 27
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 210 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 68.93 18.95 0.09163
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 68.93 36.33 0.17568
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 28
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 211 END 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 54.21 14.10 0.08671
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 54.21 27.76 0.17073
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 29
RESIDENCE.a
of 35

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

ONLY MINIMUM STEEL IS REQUIRED.

----------------------------------------------------------
8 - 16 MM 1.787 201 END 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 77.76 0.18 0.00077
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 77.76 8.82 0.03783
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 30
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 211 END 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 53.92 14.08 0.08704
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 53.92 29.26 0.18089
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 31
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 209 END 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 46.73 30.76 0.21942
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 46.73 14.94 0.10658
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 32
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 209 END 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 57.60 29.14 0.16863
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 57.60 22.78 0.13182
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|

Page 33
RESIDENCE.a
of 35

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


----------------------------------------------------------
8 - 16 MM 1.787 210 STA 0.650

--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 55.06 18.35 0.11111
--------------------------------------------------------
--------------------------------------------------------
1944.53 1555.62 856.24 87.13 101.8
43.49 -366.74 55.06 27.11 0.16414
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 1435.96 56.36 717.98 86.59
P0 |* 1316.30 65.13 598.32 84.38
| * 1196.63 72.20 478.65 81.14
Pn,max|__* 1076.97 78.15 358.99 76.29
| * 957.31 83.29 239.33 67.25
Pn | * 837.64 87.19 119.66 55.73
AXIAL| * 1435.96 56.36 717.98 86.59
COMPRESSION| * 1316.30 65.13 598.32 84.38
Pb|-------*Mb 1196.63 72.20 478.65 81.14
| * 1076.97 78.15 358.99 76.29
___________|____*_______ 957.31 83.29 239.33 67.25
| * M0 Mn, 837.64 87.19 119.66 55.73
| * BENDING
P-tens|* MOMENT
|
********************END OF COLUMN DESIGN RESULTS********************
221. END CONCRETE DESIGN

Page 34
RESIDENCE.a
of 35
222. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= DEC 7,2019 TIME= 16:32:43 ****
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Page 35
RESIDENCE.a
of 35
Page 1 of 8
BEAM DESIGN CALCULATION

Project Name : ORO RESIDENCE
Client Name : AR PAUL
Engineer Name : AOM
Design File : C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and
cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO
RESIDENCE-Beam-1-6m.rcdx
Analysis File : C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and
RESIDENCE.std
Analysis Last Modified : 07/12/2019 4:32:27 PM
Level Designed : 6m
Sr.No. Symbol Definitions

1 α = Angle formed with horizontal line along length of Beam
Cross sectional area of structural member measures to the
2 Ach =
outside edge of transverse reinforcement in sqmm
3 Ag = Cross sectional area of concrete in sqmm
Total cross sectional area transverse reinforcement (including
4 Ash =
cross ties) within spacing S in sqmm
5 Avd = Area of diagonal reinforcement in coupler beam in sqmm
6 As = Area of Tension reinforcement required in sqmm
7 As,min = Minimum area of flexural reinforcement in sqmm
8 As,nominal = Nominal area of reinforcement in sqmm
Area of longitudinal reinforcement required to resist torsion
9 Al =
in sqmm
Area of longitudinal reinforcement required on each face to
10 Al,face =
resist torsion in sqmm
11 At Torsion = Area of closed stirrups resisting torsion in sqmm
Area of longitudinal reinforcement provided at given section
12 AstPrv =
in sqmm
Area of shear reinforcement required per meter length in
13 Av =
sqmm
Minimum area of shear reinforcement as per clause 11.4.6.1 in
14 Av,min =
sqmm
Minimum area of longitudinal torsional reinforcement as per
15 Al,min =
clause 11.5.5.3 in sqmm
Total area of shear reinforcement required, including that for
16 Av Total Reqd =
torsion in sqmm
Total area of shear reinforcement provided, including that for
17 Av Total Prv =
torsion in sqmm
18 Ao = Gross area enclosed by shear flow path in sqmm
Area enclosed by centerline of the outermost closed
19 Aoh = transverse torsional reinforcement sqmm, as per clause
11.5.3.1
20 Ast = Total area of longitudinal reinforcement calculated at a given
file:///C:/Users/Aljer/AppData/Local/Temp/tmp96A.tmp 07/12/2019
Page 2 of 8
section in sqmm
Area of Skin reinforcement calculated for given section in
21 Asr =
sqmm
Area of Compression reinforcement required for doubly
22 Asc =
reinforced section or if torsion exists in sqmm
23 b = Width of the Beam in mm
24 bw = Width of Web ( For flanged Beam ) in mm
C/C distance between longitudinal reinforcement along B in
25 b' =
mm
26 bc = Oustside dimension of transverse reinforcement in mm
27 Cc = Effective Cover to tension reinforcement in mm
28 Cmin = Clear cover in mm
29 c' = Effective cover to reinforcement at compression face in mm
30 d = Effective depth of Beam in mm
C/C distance between longitudinal reinforcement along D in
31 d' =
mm
32 D = Depth of Beam in mm
33 Es = Modulus of elasticity of steel in N/sqmm
Specified compressive strength of concrete in cylinder in
34 f'c =
N/sqmm
Calculated tensile stress in reinforcement at service loads,
35 fs =
N/sqmm
36 Hf = Thickness of Flange in mm
Maximum C/C horizontal spacing of hoops legs on all faces
37 hx =
in mm
38 Icr = Moment Of Inertia Of concrete crack section
39 l = Effective Length Of Beam (Clear Span) In mm
40 Legs = Number Of legs Of the shear reinforcement
41 Mcr = Cracking Moment
Hogging moments Of resistance Of member at the joint faces
42 Mpr1 =
In kNm
Sagging moments Of resistance Of member at the joint faces
43 Mpr2 =
In kNm
44 Mu = Factored Bending Moment at a section In kNm
Nominal flexural strength Of Singly Reinforced Section At
45 Mubal =
Balance Neutral Axis In kNm
46 Ptmin = Minimum percentage steel As per clause 10.5
47 PtPrv = Provided percentage steel
48 Stirrup = Bar mark representing shear stirrup
49 S = spacing Of confining links In mm
50 SCalc = Stirrup spacing calculated As per Asv In mm
51 Sprv = Stirrup spacing provided In mm
52 Tcr = Cracking torque under pure Torsion In kNm
53 Tu = Factored Torsional Moment at a section In kNm
54 Ve = Earthquake induced shear In kN
Page 3 of 8
55 φVc = Reduced Shear strength provided by concrete In kN

56 Vu = Factored Shear Force at a section In kN
57 Vu-A1(sway Left) = VD+Lleft - (Mpr1left + Mpr2right / L ) In kN
58 Vu-A2(sway Left) = VD+Lleft + (Mpr2left + Mpr1right / L ) In kN
59 Vu-B1(sway Right) = VDLRight - (Mpr1left + Mpr2right / L ) In kN
60 Vu-B2(sway Right) = VDLRight + (Mpr2left + Mpr1right / L ) In kN

61 Vud = Design Shear Force In kN
Nominal shear strength provided by shear reinforcement In
62 Vs =
kN
63 Vu sway = Max (Vu-A1,Vu-A2) & (Vu-B1,Vu-B2) In kN
64 y = Neutral axis depth.
65 Φ = Strength reduction factor
All Forces are In kN, kNm, Stress In N/sqmm & Dimension are In mm.
Code References
ACI 318M - 2011
Sr.No. Item Clause / Table
1. Ptmax : 10.3.5
2. Ptmin : 10.5.1
3. Vc : 11.2
4. Asv : 11.4.7.2
5. Min Shear Reinf : 11.4.6
Max Stirrup
6. : 11.4.5.1
Spacing
Shear Reinf -
7. : 11.5.3.5
Torsion
Side Face
8. : 10.6.7
Reinforcement
9. Tcr : 11.5.1
10. fs,perm : 10.6.4
11. fc,perm : 10.2.7.1
12. Wcr : Eq 4.2(a)
ACI 318M - 2011 Chapter 21

Sr.No. Item Clause / Table
1. Ptmin : 21.5.2.1
2. Asmin : 21.5.2.1
3. Sclc : 21.5.3.1 & 21.5.3.2
Group : G1
Beam No : B1
Page 4 of 8
Analysis Reference (Member) 6m : 80

Beam Length : 3700 mm
Breadth (B) : 200 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : ACI 318M - 2011
Beam Type : Ductile Beam (Intermediate Frame)
Grade Of Concrete (f'c) : C21 N/sqmm
Grade Of Steel : Fy228 N/sqmm
Clear Cover (Cmin) : 25 mm
Es : 2x10^5 N/sqmm
Mubal : 126.7 kNm
As,min (flex) (B) : 423.68 sqmm
As,nominal (Bn) : 89.7 sqmm
For Longitudinal Reinf

Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 214 208 215 209 215 208
Critical L/C - RCDC 34 28 35 29 35 28
Mu (kNm) 5.235 6.138 3.14 14.503 3.487 14.994
As (flex) (sqmm) (C) 74.46 87.41 44.59 208.91 49.49 216.12
Asc (flex) (sqmm) (A) - - - - - -
Tu (kNm) 0.182 0.434 0.23 0.481 0.23 0.434
Tcr/4 (kNm) 1.52 1.52 1.52 1.52 1.52 1.52
Al, min(sqmm)(Tor.) - - - - - -
Al (sqmm) (Tor.) (E) - - - - - -
Al (Dist) (sqmm) (D) - - - - - -
Ast (sqmm) 96.8 113.63 134.04 271.58 89.7 280.96
AstPrv (sqmm) 402.12 402.12 402.12 402.12 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
Note: Calculation of Ast
Ast = Max {B, C+D, A+D} (for Mu > 0)

Ast = Bn (for Mu = 0)
Where,
Compression reinforcement required for
A = Asc (flex) =
bending moment
B = As,min (flex) = Min area of flexural reinforcement
Bn = As,nominal = Nominal area of reinforcement
Total area of longitudinal reinforcement
C = As (flex) =
calculated at a given section
Distributed longitudinal torsional
D = Al (Dist) =
reinforcement at section considered
Page 5 of 8
Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B +

Ast (Dist) (sqmm) =
2D))
For Transverse Reinf

Left Mid Right
Critical L/C - RCDC 21 21 21
PtPrv (%) 0.583 0.583 0.583
Vu (kN) 8.39 5.36 8.75
Mu-Sect (kNm) 5.2 0.8 5.86
VD+L (kN) 6.84 6.78
Mh (kNm) 30.45 30.45
Ms (kNm) 30.45 30.45
Sway-Right (kN) 14.65 24.69
Sway-Left (kN) 24.75 14.68
Vu-Sway (kN) 24.75 24.69
Vu (2*Eq Comb) (kN) 18.62 19.25
Vud (kN) 24.75 24.69
Φ Vc (kN) 40.8 43.07 40.58
Vs (kN) - - -
Av (sqmm) 307.02 307.02 307.02
Tu (kNm) 0.26 0.26 0.26
Aoh - - -
At (sqmm) - - -
Legs 2 2 2
Stirrup Rebar 10 10 10
At Torsion (sqmm) 0 0 0
Av Total Reqd (sqmm) 307.02 307.02 307.02
Asv Reqd (sqmm) 307.018 307.018 307.018
SCalc (mm) 85 130 85
SPrv (mm) 85 130 85
Av Total Prv (sqmm) 1848 1208.31 1848
Maximum Spacing Criteria
Basic
Spc1 = 200 mm
Spc2 = 130 mm
For Ductility (Intermediate Frames)

Left Section, Right Section
= 128 mm
Spc3 = 8 x Small Longitudinal Dia
Spc4 = 24 x ∅sv = 240 mm
Page 6 of 8
Spc5 = d / 4 = 86 mm
Spc6 = 300 mm
Provided Spacing = 85 mm
Mid Section
Skin reinforcement
Beam Width = 200 mm

Beam Depth = 400 mm
Depth = 400 < 900, Hence Skin Reinforcement is not required.
Group : G1
Beam No : B2
Analysis Reference (Member) 6m : 81
Beam Length : 3700 mm
Breadth (B) : 200 mm
Depth (D) : 400 mm
Effective Depth (d) : 345 mm
Design Code : ACI 318M - 2011
Beam Type : Ductile Beam (Intermediate Frame)
Grade Of Concrete (f'c) : C21 N/sqmm
Grade Of Steel : Fy228 N/sqmm
Clear Cover (Cmin) : 25 mm
Es : 2x10^5 N/sqmm
Mubal : 126.7 kNm
As,min (flex) (B) : 423.68 sqmm
As,nominal (Bn) : 89.7 sqmm
For Longitudinal Reinf

Beam Bottom Beam Top
Left Mid Right Left Mid Right
Critical L/C - Analysis 214 209 215 209 214 208
Critical L/C - RCDC 34 29 35 29 34 28
Mu (kNm) 3.138 6.144 4.34 15.002 3.483 14.493
As (flex) (sqmm) (C) 44.51 87.5 61.61 216.24 49.42 208.76
Asc (flex) (sqmm) (A) - - - - - -
Tu (kNm) 0.223 0.423 0.18 0.423 0.223 0.471
Tcr/4 (kNm) 1.52 1.52 1.52 1.52 1.52 1.52
Al, min(sqmm)(Tor.) - - - - - -
Al (sqmm) (Tor.) (E) - - - - - -
Page 7 of 8
Al (Dist) (sqmm) (D) - - - - - -

Ast (sqmm) 134.04 113.75 134.04 281.11 89.7 271.38
AstPrv (sqmm) 402.12 402.12 402.12 402.12 402.12 402.12
Reinforcement 2-#16 2-#16 2-#16 2-#16 2-#16 2-#16
Note: Calculation of Ast
Ast = Max {B, C+D, A+D} (for Mu > 0)

Ast = Bn (for Mu = 0)
Where,
Compression reinforcement required for
A = Asc (flex) =
bending moment
B = As,min (flex) = Min area of flexural reinforcement
Bn = As,nominal = Nominal area of reinforcement
Total area of longitudinal reinforcement
C = As (flex) =
calculated at a given section
Distributed longitudinal torsional
D = Al (Dist) =
reinforcement at section considered
Max(Al,min (Tor), Al (Tor)) x ((2B) / (2B +
Ast (Dist) (sqmm) =
2D))
For Transverse Reinf

Left Mid Right
Critical L/C - RCDC 21 21 21
PtPrv (%) 0.583 0.583 0.583
Vu (kN) 8.75 5.37 8.39
Mu-Sect (kNm) 5.87 0.8 5.19
VD+L (kN) 6.77 6.84
Mh (kNm) 30.45 30.45
Ms (kNm) 30.45 30.45
Sway-Right (kN) 14.68 24.75
Sway-Left (kN) 24.69 14.65
Vu-Sway (kN) 24.69 24.75
Vu (2*Eq Comb) (kN) 19.25 18.62
Vud (kN) 24.69 24.75
Φ Vc (kN) 40.58 43.07 40.8
Vs (kN) - - -
Av (sqmm) 307.02 307.02 307.02
Tu (kNm) 0.25 0.25 0.25
Aoh - - -
At (sqmm) - - -
Legs 2 2 2
Stirrup Rebar 10 10 10
At Torsion (sqmm) 0 0 0
Av Total Reqd (sqmm) 307.02 307.02 307.02
Page 8 of 8
Asv Reqd (sqmm) 307.018 307.018 307.018

SCalc (mm) 85 130 85
SPrv (mm) 85 130 85
Av Total Prv (sqmm) 1848 1208.31 1848
Maximum Spacing Criteria
Basic
Spc1 = 200 mm
Spc2 = 130 mm
For Ductility (Intermediate Frames)

Left Section, Right Section
= 128 mm
Spc3 = 8 x Small Longitudinal Dia
Spc4 = 24 x ∅sv = 240 mm
Spc5 = d / 4 = 86 mm
Spc6 = 300 mm
Mid Section
Skin reinforcement
Beam Width = 200 mm

Beam Depth = 400 mm
Depth = 400 < 900, Hence Skin Reinforcement is not required.
Page 1 of 23
SLAB DESIGN CALCULATIONS

Project Name : ORO RESIDENCE
Client Name : AR PAUL
Engineer Name : AOM
Design File : C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and
RESIDENCE-Slab-1-3m.rcdx
Analysis File : C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and
RESIDENCE.std
Analysis Last Modified : 07/12/2019 4:32:27 PM
NOTES:
1. Density of concrete assumed as 25 kN/Cum.
Definitions Of Terms: :
Ratio of flexural stiffness of beam section to flexural
1. αf =
stiffness of slab.
Ratio of torsional stiffness of edge beam section to
2. βt =
flexural stiffness of slab.
3. Φt = Strength reduction factor.
4. As = Area of Tension reinforcement required in sqmm.
5. As,min = Min area of flexural reinforcement in sqmm.
Area of longitudinal reinforcement provided at given
6. AstPrv =
section in sqmm.
Total area of longitudinal reinforcement calculated at a
7. Ast =
given section in sqmm.
8. b = Width of the Slab in mm.
9. B1 to B4 = Width of beams around slab in mm.
10. Cc = Effective Cover to tension reinforcement in mm.
cross-sectional constant to define torsional properties
11. CA and CB =
of slab and beam.
12. deff = Effective depth of slab in mm.
13. D1 to D4 = Depth of beams around slab.
14. Icr = Moment of Inertia of concrete crack section.
Length of clear span in direction that moment are
15. Ln =
being determined in mm.
16. L2 = Length of adjacent span of Ln in mm.
17. lb1 to lb2 = Moment of inertia of beams around slab in mm4.
18. Mcr = Cracking Moment.
19. Mu = Factored Bending Moment at a section in kNm.
20. Ptmin = Minimum percentage steel as per clause 10.
21. PtPrv = Provided percentage steel.
22. Vc = Nominal shear strength provided by concrete in kN.
file:///C:/Users/Aljer/AppData/Local/Temp/tmp2585.tmp 07/12/2019
Page 2 of 23
23. Vu = Factored Shear Force at a section in kN.

24. Vud = Design Shear Force in kN.
25. y = Neutral axis depth.
Code References :
ACI 318M - 2011
Item CLAUSE / TABLE

1. Ptmax : 10.3.5
2. Ptmin : 7.12.2.1/10.5.4
3. Vc : 11.11.2.1
4. Av : 11.4.7.2
5. Moment calculations : 13.6
6. spacing between main bars : 10.5.4
7. spacing between distribution bars : 7.12.2.2
8. Minimum reinforcement : 7.12.2.1
9. fs,perm : 10.6.4
10. fc,perm : 10.2.7.1
10. Wcr : Eq 4.2(a)
Slab No. : S1
Level = 3m
Design Code = ACI 318M - 2011
Grade Of Concrete = C21
Grade Of Steel = Fy228
Clear Cover = 25.000 mm
Long Span, Ly = 5.000 m
Short Span, Lx = 3.700 m
Imposed Load = 3.900 kN/sqm
Live Load, Qk = 2.000 kN/sqm
Slab Thickness = 100.000 mm
Effective Depth Along LX, Deffx = 70.000 mm
Effective Depth Along LY, Deffy = 60.000 mm
Self Weight = 2.500 kN/sqm
Total Load, TL (ultimate) = 10.880 kN/sqm
Span = 2-Way
Load Combination = 1.2 DL + 1.6 LL
Short Span Long Span

Side1 Side2 Side1 Side2
Beam
Page 3 of 23
B (mm) 250 250 250 250

D (mm) 400 400 400 400
Ib (mm4) x106 1333.33 1333.33 1333.33 1333.33
Adjacent Slab
Thk (mm) 100 - - -
Span (mm) 3700 - - -
Ib (mm4) x106 308.33 154.17 208.33 208.33
αf lx, αf ly 4.32 8.65 6.4 6.4
αf 6.44
Ln (mm) 3450 4750
L2 (mm) 2625 1975
Total BM (kNm) 42.49 60.6
Bottom
Moment Coefficent 0.57 0.84
Distributed Moment (kNm) 24.22 50.91
CS Moment (kNm) 15.61 32.81
MS Moment (kNm) 8.61 18.09
Moment on Beam (kNm) 13.27 27.89
Design Moment M1, M3 (kNm) 2.34 4.92
Top
Design Moments:
Short Span Positive Moment At Midspan -
M1 = 2.342 kNm
Area Of Reinforcement = 165.536 sqmm/m
Required (BM)
Reinforcement Provided = 10%%C @ 140 C/C
= 561.000 sqmm/m
Short Span Negative Moment At Continuous Support -
M2 = 2.876 kNm
Required (BM)
Additional Area Of
= 121.249 sqmm/m
Reinforcement Required
= 561.000 sqmm/m
Long Span Positive Moment At Midspan -
M3 = 4.922 kNm
Required (BM)
Page 4 of 23

= 561.000 sqmm/m
Long Span Negative Moment At Continuous Support -
M4 = N.A. kNm
Area Of Reinforcement = N.A. sqmm/m
Required (BM)
Reinforcement Provided = N.A.
= N.A. sqmm/m
Distribution Reinforcement @ 0.18% -
Required
= 561.000 sqmm/m
Page 5 of 23
Shear Check :
Along Short Span
Vsx (TL(ultimate) x Lx / 4) = 10.064 kN
Nominal Shear, Vc = 54.533 kN
> 10.064 Slab Is Safe In Shear
Along Long Span
Vsy (TL(ultimate) x Lx / 2 x (1 = 12.681 kN
- (Lx / (2 x Ly))))
Slab No. : S2
Level = 3m
Span = 2-Way

Beam
B (mm) 250 250 250 250
D (mm) 400 400 400 400
Ib (mm4) x106 1333.33 1333.33 1333.33 1333.33
Adjacent Slab
Thk (mm) - 100 - 100
Span (mm) - 3700 - 3700
Ib (mm4) x106 154.17 308.33 208.33 362.5
αf lx, αf ly 8.65 4.32 6.4 3.68
αf 5.76
Page 6 of 23
Ln (mm) 3450 4750

L2 (mm) 2625 1975
Total BM (kNm) 42.49 60.6
Bottom
Top
Design Moments:
M1 = 2.342 kNm
Required (BM)
= 561.000 sqmm/m
M2 = 2.876 kNm
Required (BM)
Additional Area Of
= 121.249 sqmm/m
= 561.000 sqmm/m
M3 = 3.340 kNm
Required (BM)
= 561.000 sqmm/m
M4 = 4.102 kNm
Required (BM)
Additional Area Of = 206.084 sqmm/m
Page 7 of 23
= 561.000 sqmm/m
Required
= 561.000 sqmm/m
Page 8 of 23
Shear Check :
Along Short Span
Along Long Span
- (Lx / (2 x Ly))))
Slab No. : S4
Level = 3m
Span = 2-Way

Beam
B (mm) 250 250 250 250
D (mm) 400 400 400 400
Ib (mm4) x106 1333.33 1333.33 1333.33 1333.33
Adjacent Slab
Thk (mm) - - 100 100
Span (mm) - - 5000 4450
Ib (mm4) x106 129.17 129.17 362.5 339.58
αf lx, αf ly 10.32 10.32 3.68 3.93
αf 7.06
Page 9 of 23
Ln (mm) 2850 3450

L2 (mm) 1975 1675
Total BM (kNm) 21.82 27.11
Bottom
Top
CS Moment (kNm) 9.81 3
Design Moments:
M1 = 0.793 kNm
Required (BM)
= 561.000 sqmm/m
M2 = 1.472 kNm
Required (BM)
Additional Area Of
= 75.717 sqmm/m
= 561.000 sqmm/m
M3 = 2.364 kNm
Required (BM)
= 561.000 sqmm/m
M4 = N.A. kNm
Area Of Reinforcement = N.A. sqmm/m
Required (BM)
Reinforcement Provided = N.A.
= N.A. sqmm/m
Page 10 of 23

Required
= 561.000 sqmm/m
Page 11 of 23
Shear Check :
Along Short Span
Along Long Span
- (Lx / (2 x Ly))))
Slab No. : S5
Level = 3m
Span = 2-Way

Beam
B (mm) 250 250 250 250
D (mm) 400 400 400 400
Ib (mm4) x106 1333.33 1333.33 1333.33 1333.33
Adjacent Slab
Thk (mm) 100 - - 100
Span (mm) 3700 - - 3360
Ib (mm4) x106 308.33 154.17 185.42 325.42
αf lx, αf ly 4.32 8.65 7.19 4.1
αf 6.07
Page 12 of 23
Ln (mm) 3450 4200

L2 (mm) 2350 1975
Total BM (kNm) 38.04 47.38
Bottom
Top
Design Moments:
M1 = 2.242 kNm
Required (BM)
= 561.000 sqmm/m
M2 = 2.753 kNm
Required (BM)
Additional Area Of
= 115.948 sqmm/m
= 561.000 sqmm/m
M3 = 2.792 kNm
Required (BM)
= 561.000 sqmm/m
M4 = 3.429 kNm
Required (BM)
Page 13 of 23
= 561.000 sqmm/m
Required
= 561.000 sqmm/m
Page 14 of 23
Shear Check :
Along Short Span
Along Long Span
- (Lx / (2 x Ly))))
Slab No. : S6
Level = 3m
Span = 2-Way

Beam
B (mm) 250 250 250 250
D (mm) 400 400 400 400
Ib (mm4) x106 1333.33 1333.33 1333.33 1333.33
Adjacent Slab
Thk (mm) - 100 100 100
Span (mm) - 3700 3700 4040
Ib (mm4) x106 154.17 308.33 339.58 353.75
αf lx, αf ly 8.65 4.32 3.93 3.77
αf 5.17
Page 15 of 23
Ln (mm) 3450 4200

L2 (mm) 2350 1975
Total BM (kNm) 38.04 47.38
Bottom
Top
Design Moments:
M1 = 2.242 kNm
Required (BM)
= 561.000 sqmm/m
M2 = 2.753 kNm
Required (BM)
Additional Area Of
= 115.948 sqmm/m
= 561.000 sqmm/m
M3 = 1.714 kNm
Required (BM)
= 561.000 sqmm/m
M4 = 3.184 kNm
Required (BM)
Page 16 of 23
= 561.000 sqmm/m
Required
= 561.000 sqmm/m
Page 17 of 23
Shear Check :
Along Short Span
Along Long Span
- (Lx / (2 x Ly))))
Slab No. : S7
Level = 3m
Span = 2-Way

Beam
B (mm) 250 250 250 250
D (mm) 400 400 400 400
Ib (mm4) x106 1333.33 1333.33 1333.33 1333.33
Adjacent Slab
Thk (mm) 100 - 100 -
Span (mm) 3330 - 4450 -
Ib (mm4) x106 277.5 138.75 325.42 140
αf lx, αf ly 4.8 9.61 4.1 9.52
αf 7.01
Page 18 of 23
Ln (mm) 3080 3110

L2 (mm) 1805 1790
Total BM (kNm) 23.29 23.55
Bottom
Top
Design Moments:
M1 = 1.488 kNm
Required (BM)
= 561.000 sqmm/m
M2 = 1.827 kNm
Required (BM)
Additional Area Of
= 76.431 sqmm/m
= 561.000 sqmm/m
M3 = 1.504 kNm
Required (BM)
= 561.000 sqmm/m
M4 = 1.848 kNm
Required (BM)
Page 19 of 23
= 561.000 sqmm/m
Required
= 561.000 sqmm/m
Page 20 of 23
Shear Check :
Along Short Span
Along Long Span
- (Lx / (2 x Ly))))
Slab No. : S8
Level = 3m
Span = 2-Way

Beam
B (mm) 250 250 250 250
D (mm) 400 400 400 400
Ib (mm4) x106 1333.33 1333.33 1333.33 1333.33
Adjacent Slab
Thk (mm) - 100 100 -
Span (mm) - 3330 4450 -
Ib (mm4) x106 138.75 277.5 353.75 168.33
αf lx, αf ly 9.61 4.8 3.77 7.92
αf 6.53
Page 21 of 23
Ln (mm) 3080 3790

L2 (mm) 2145 1790
Total BM (kNm) 27.67 34.97
Bottom
Top
Design Moments:
M1 = 1.623 kNm
Required (BM)
= 561.000 sqmm/m
M2 = 1.993 kNm
Required (BM)
Additional Area Of
= 83.485 sqmm/m
= 561.000 sqmm/m
M3 = 2.051 kNm
Required (BM)
= 561.000 sqmm/m
M4 = 2.519 kNm
Required (BM)
Page 22 of 23
= 561.000 sqmm/m
Required
= 561.000 sqmm/m
Page 23 of 23
Shear Check :
Along Short Span
Along Long Span
- (Lx / (2 x Ly))))
JOB INFORMATION
PROJECT TWO STOREY MIXED-USED BLDG. ENGR AOM JOB # 1
SUBJECT DESIGN OF FOOTING F-1 DATE 12/7/2019 SHT # 1
P
DESIGN PARAMETER
Ps = 228.00 KN M Rebar along L
V
Pu = 297.00 KN
Ms = 0 KNm
embedment
Mu = 0 KNm d
c1
Embedment = 1.50 meter
B c2
Density, g = 18.00 KN/m3
qall = 105 KPa
"t"
Minimum "t" = 300 mm
Minimum "L" = 1 meter
L L
Increment of L = 50 mm
Increment of t = 50 mm Rebar along B
bar f = 16 mm
c1 = 300 mm L/B Ratio = 1.00
c2 = 300 mm as = 40.00
f'c = 20.7 Mpa qu = 132.00 KPa
fy = 228 Mpa b= 1.000
DIMENSION REQUIRED
Areqd = 2.171
B= 1.474 meter say B = 1.50 meter
L= 1.474 meter say L = 1.50 meter
SINGLE SHEAR
Vud = qu[0.5(L - c1) - d]B
fVc = f(f'c)1/2Bd/6
Effective, d = 101.99 mm
t = 184.99 trial t = 300.00 mm
CHECK PUNCHING
Trial 1 Trial 2 Trial 3
d= 217 mm trial t ok mm trial t ok mm
bo = 2068 mm ---- mm ---- mm
Pup = 262 KN ---- KN ---- KN
f(f'c)1/2bod/3 = 510 safe ---- ---- ---- ----
f[1/6+1/3b](f'c)1/2bod = 766 safe ---- ---- ---- ----
f[1/6+asd/12bo](f'c)1/2bod = 791 safe ---- ---- ---- ----
BENDING d = 217
Mu = 35.64 steel ratio, r = 0.0061
rrqrd = 0.0025 required As = 1998.68
rmin = 0.0061 number of bars = 9.94
say = 10.00 pcs - 16 mmf Both Ways
USE t = 300 mm
SCHEDULE OF REINFORCED
SCHEDULE OF RC BEAMS CONCRETE COLUMNS
BEAM SECTION FOUNDATION TO GROUND TO
MARK
MARK GROUND FLOOR LEVEL ROOF BEAM LEVEL
LEFT END SECTION MIDSPAN RIGHT END SECTION
CONT. END DISCONT. END SECTION CONT. END DISCONT. END
2B1
C1
IF APPLICABLE IF APPLICABLE IF APPLICABLE IF APPLICABLE
SIZE (MM) 200x400 200x400 200x400 200x400 200x400
TOP BARS 4 - 16mm Ø 4 - 16mm Ø 2 - 16mm Ø 4 - 16mm Ø 4 - 16mm Ø
BOTTOM BARS 2 - 16mm Ø 2 - 16mm Ø 4 - 16mm Ø 2 - 16mm Ø 2 - 16mm Ø #16 #16
WEB BARS NONE NONE NONE NONE NONE
STIRRUPS 10MM Ø: 2@50mm, 10@100mm, 5@150mm, REST @ 300mm O.C. TO C.L. SIZE 300 mm x 300 mm 300 mm x 300 mm
VERT. BARS 8 - 16mm Ø 8 - 16mm Ø
TIES / SPIRAL 3 SET - 10Ø @ 150mm 3 SET - 10Ø @ 150mm
2B2
CONF. REINF. 3 SET - 9 PCS 10Ø @ 100mm 3 SET - 9 PCS 10Ø @ 100mm
IF APPLICABLE IF APPLICABLE IF APPLICABLE IF APPLICABLE JOINT REINF. 3 SET - 10Ø @ 100mm 3 SET - 10Ø @ 100mm
SIZE (MM) 200x400 200x400 200x400 200x400 200x400
BOTTOM BARS 2 - 16mm Ø 2 - 16mm Ø 4 - 16mm Ø 2 - 16mm Ø 2 - 16mm Ø
WEB BARS 1 - 12mm Ø 1 - 12mm Ø 1 - 12mm Ø 1 - 12mm Ø 1 - 12mm Ø
STIRRUPS C2
10MM Ø: 2@50mm, 10@100mm, 5@150mm, REST @ 300mm O.C. TO C.L.
RB
#16 #16
IF APPLICABLE IF APPLICABLE IF APPLICABLE IF APPLICABLE IF APPLICABLE
SIZE (MM) 200x400 200x400 200x400 200x400 200x400
SIZE 300 mm x 300 mm 300 mm x 300 mm
VERT. BARS 4 - 16mm Ø 4 - 16mm Ø
BOTTOM BARS 2 - 16mm Ø 2 - 16mm Ø 2 - 16mm Ø 2 - 16mm Ø 2 - 16mm Ø
TIES / SPIRAL 3 SET - 10Ø @ 150mm 3 SET - 10Ø @ 150mm
WEB BARS NONE NONE NONE NONE NONE
CONF. REINF. 3 SET - 9 PCS 10Ø @ 100mm 3 SET - 9 PCS 10Ø @ 100mm
STIRRUPS 10MM Ø: 2@50mm, 10@100mm, 5@150mm, REST @ 300mm O.C. TO C.L.
JOINT REINF. 3 SET - 10Ø @ 100mm 3 SET - 10Ø @ 100mm
MATERIAL SPECIFICATIONS:
fc' = 21 MPa (3,000 psi) MATERIALS SPECIFICATION: fc' = 20.7 MPa (3,000 psi)
fy = 228 MPa (GRADE 33) fy = 228 MPa (GRADE 33)
SCHEDULE OF TYPICAL FLOOR SLABS
SLAB BOTTOM REINFORCEMENT TOP REINFORCEMENT
THK TYPE DISTRIBUTION REMARKS
NUMBERS SHORT SPAN LONG SPAN SS CONT. LS CONT.
(BENT UP) (BENT UP)
S1 100 2-Way 10Ø @ 140 10Ø @ 140 10Ø @ 140 -- 10Ø @ 140 ---
S2 100 2-Way 10Ø @ 140 10Ø @ 140 10Ø @ 140 10Ø @ 140 10Ø @ 140 ---
S3 100 2-Way 10Ø @ 140 10Ø @ 140 10Ø @ 140 10Ø @ 140 10Ø @ 140 ---
MATERIALS SPECIFICATION: fc' = 20.7 MPa (3,000 psi)
fy = 228 MPa (GRADE 33)
SCHEDULE OF FOOTINGS
FOOTING DIMENSIONS TOP BARS BOTTOM BARS
EMBEDMENT
MARK CF1 DEPTH (m) REMARKS
WIDTH, B LENGTH, L THICKNESS X-DIRECTION Y-DIRECTION X-DIRECTION Y-DIRECTION
(m) (m) t (m) BARS BARS BARS BARS
F1 1.50 1.50 0.30 1.20 NONE NONE 10 - 16MM Ø 10 - 16MM Ø ISOLATED FOOTING
MATERIAL SPECIFICATIONS:
fc' = 20.7 MPa (3,000 psi)
fy = 228 MPa (GRADE 33)
ALLOWABLE SOIL PRESSURE: (ASSUME)
qa = 95 kPa

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STRUCTURAL ANALYSIS & DESIGN

PROJECT :OCTOBER 05, 2019

FROM THE OFFICE OF:

ENGR. ALJER O. MISO

POISSON’S RATIO (NU) : 0.17

DEAD LOADS (DL) : SELFWEIGHT

LIVELOADS (LL) :2.0 KPA (RESIDENTIAL)

ULTIMATE LOADS : NSCP2015-SEC.203.3.1

SEISMIC ZONE : ZONE 4 NSCP2015-SEC.208.4.4.1

SEISMIC-FORCE RESISTING SYSTEM, (R) : 8.5 NSCP2015-TABLE 208-11A

NEAR SOURCE FACTOR (Na) : 1.2 NSCP2015-TABLE 208-5

DRIFT CHECK (ALLOWABLE DRIFT) :0.0042 PER METER HEIGHT

WIND PARAMETERS: : ASCE-7 2010

BUILDING CATEGORY :CATEGORY IV (STANDARD OCCUPANCY)

1. STAAD SPACE DXF IMPORT OF ORO IMPORT.DXF

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

39. MEMBER PROPERTY AMERICAN

79. TYPE 1 WIND 1

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

NUMBER OF JOINTS 43 NUMBER OF MEMBERS 67

SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

ORIGINAL/FINAL BAND-WIDTH= 16/ 9/ 89 DOF

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

144. 5 0.45 6 0.45 7 0.45 8 0.45 10 0.45

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

200. LOAD COMB 215 [0.9 + 0.5CAI]DL + EXNE

207. LOAD LIST 201 TO 217

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

ACI 318-11 COLUMN NO. 25 DESIGN RESULTS

FY - 228.0 FC - 21.0 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

20 - 0 MM 0.000 208 END 0.650

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

ACI 318-11 COLUMN NO. 26 DESIGN RESULTS

FY - 228.0 FC - 21.0 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

8 - 16 MM 1.787 209 STA 0.650

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

ACI 318-11 COLUMN NO. 27 DESIGN RESULTS

FY - 228.0 FC - 21.0 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

20 - 16 MM 1.787 208 END 0.650

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

ACI 318-11 COLUMN NO. 28 DESIGN RESULTS

FY - 228.0 FC - 21.0 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

8 - 16 MM 1.787 217 STA 0.650

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

C:\Users\Aljer\Documents\PROJECTS\Personal Projects\MISOR and cdo project\Arch. Paul Perocello\ORO\STAAD ORO\ORO

ACI 318-11 COLUMN NO. 29 DESIGN RESULTS