silo desig

Eastern Trading and Contracting Est.SILO DESIGN

DESIGNCRITERIA

INTRODUCTIONThefollowingaregeneraldesigncriteriathatwillbeusedinthestructuralanalysisanddesignfortheproposedsubstationbuildingandrelateddesignofstructuralitemsinvolvedintheproject.ThedesigncomplieswiththeACIandrelatedinternationalStandards.

STRUCTURALDESIGNSCOPETheScopeofWorkforStructuralDesignofthisprojectisforSilo,Riyadh,KingdomofSaudiArabia.

b.DesignApproachandAnalysisThewholestructureismodeledandstructurallyanalyzedutilizingSTAADProprogramandtheoverallstructuralbehaviorisassesedconsideringthestructuralcomponentswiththeprescribeddeadloads,liveloads,windloadsandseismicloads.Eachstructuralmember,underloadcombinationasperASCE/SEI72010areanalyzedtocheck/acquirethegoverningmoment,shear,andaxialforcestobeusedinsizingtheprecastmembersanddesigningconnections.

I.CodesandReferencesACI31811BuildingCodeRequirementsforStructuralConcreteandCommentary

EasternTradingandContractingEst.SILOFOUNDATIONDESIGN

DESIGNCRITERIA

MNL12004PCIDesignHandbook7thEditionANSI/AISC36005SpecificationforStructuralSteelBuildingsASCE/SEI710MinimumDesignLoadsforBuildingsandOtherStructuresUBC1997Volume2UniformBuildingCodeVolume2AWSD1.1M:2006StructuralWeldingCodeSteelDesignofReinforcedConcrete7thEd.By:McCormacandNelsonStructuralSteelDesignersHandbook4thEd.By:BrockenbroughandMerritt

II.DesignLoadsDeadLoadWt.ofSilo = Ton

LiveLoad = kPa

WindLoad(AsperASCE705)qz = 0.613KzKztKdV2I

= 150km/hr (AsperTESP11919sec.7.1.3)= (AsperTESP11919sec.7.1.3)

ExposureC (AsperASCE/SEI710sec.26.7.3)= 1 (AsperASCE/SEI710sec.26.8.2)= (AsperASCE/SEI710table29.31,ExposureC,Ht.=25m)= (AsperASCE/SEI710table26.61)

P = qGCpqi(GCpi) (AsperASCE/SEI710,sec.27.4.1)= (AsperASCE/SEI710,sec.26.9.1)

Cp = (AsperASCE/SEI710figure27.41)(GCpi) = 0 (AsperASCE/SEI710table26.111)

Kzt

I

Kd 0.951.216

340.00

1.00

Kz

1.15V

G 0.85

EasternTradingandContractingEsSILOFOUNDATIONDESIGN

qz = 0.613KzKztKdV2IKz =Kzt =Kd =V = m/sI =

qz = kPa

WindPressure, P = qGCpqi(GCpi)B = mL = mL/B =Windward, Cp =Leeward, Cp =G =(GCpi) = 0

WindwardP1 = kPaP2 = kPa

0.5

1.2161.000.8541.671.15

1.27

4.354.351

0.8

0.85

0.860.86

useP = kPaLeeward

P1 = kPaP2 = kPauseP = kPa

SeismicLoad(AsperUBC1997Vol.2)Ct = (Sec.1630.2.2)Z = (SeismicZoneIRiyadh,Table16I)SoilProfileType = (Table16J)I = (OccupancyCategory1,Table16K)R = (MomentResistingFrameSystemOMRF,Table16N)Ca = (SD,Table16Q)Cv = (SD,Table16R)SeismicSourceType = (Table16U)Na = (Table16S)Nv = (Table16T)III.MaterialPropertiesReinforcedConcreteColumns, f'c = MpaReinforcementBar, fy = Mpa(Grade60)WireStrand, fpu = MpaUnitWt.ofConcrete, Wc = kN/m3

StructuralSteel

1.0

0.120.18C1.0

5.60

0.07310.075SD1.25

24

354141860

0.540.540.54

0.86

EasternTradingandContractingEst.SILOFOUNDATIONDESIGN

UseA36SteelFy = MpaFu = MpaE70 = Mpa (forWeld)UseA325Bolt(otherwisespecified)Ft = MpaIV.OthersConcreteCover = 50mm(2hrsFireRating)STAADProV8i = StructuralAnalysisandDesignofFrameExcel2007 = ComputationPCAColumn = StructuralAnalysisAllowableStoreyDrift = L/66.67(Table12.121,CategoryIIIASCE/SEI705)V.LoadCombinationsFactoredLoad(AsperACI31811Sec.9.2)U = 1.4DL Where:U = 1.2DL+1.6LL DL = DeadLoadU = 1.2DL+1.0WL+1.0LL LL = LiveLoad/CraneLoadU = 1.2DL+1.0EQ+1.0LL WL = WindLoadU = 0.9DL+1.0WL EQ = SeismicLoadU = 0.9DL+1.0EQ

305

248415483

ServiceLoad(AsperASCE/SEI710Sec.2.4.1)U = DL+LLU = DL+0.6WLU = DL+0.7EQU = DL+0.45WL+0.75LLU = DL+0.525EQ+0.75LL


STAADLOADMODEL

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1 A

SILO DESIGN

SJ 01/10/2014

02-Oct-2014 09:15SILO Design1.std

Print Time/Date: 02/10/2014 09:23 Print Run 1 of 3STAAD.Pro V8i (SELECTseries 4) 20.07.09.31

-180.000 kN/m2

Load 5X

YZ

Whole Structure Loads 0.1kN:1m 5 DEAD LOAD

-1.000 kN/m2

Load 6X

YZ

Whole Structure Loads 0.1kN:1m 6 LIVE LOAD


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0.620 kN/m

1.000 kN/m

1.000 kN/m

0.620 kN/m

0.540 kN/m2

0.540 kN/m2

0.860 kN/m2

0.860 kN/m2

0.860 kN/m20.540 kN/m2

1.000 kN/m

1.000 kN/m

0.620 kN/m

0.620 kN/mLoad 7

XYZ

Whole Structure Loads 0.1kN:1m 7 WIND @+X DIRECTION

-1.000 kN/m

-0.620 kN/m

-0.620 kN/m

-1.000 kN/m

-0.860 kN/m2

-0.860 kN/m2

-0.540 kN/m2

-0.540 kN/m2

-0.540 kN/m2-0.860 kN/m2

-0.620 kN/m

-0.620 kN/m

-1.000 kN/m

-1.000 kN/mLoad 8

XYZ

Whole Structure Loads 0.1kN:1m 8 WIND @-X DIRECTION


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0.620 kN/m

0.620 kN/m

1.000 kN/m

1.000 kN/m

0.540 kN/m2

0.860 kN/m2

0.860 kN/m20.540 kN/m2

0.540 kN/m2

0.860 kN/m2

0.620 kN/m1.000 kN/m

0.620 kN/m1.000 kN/m

Load 9XY

Z

Whole Structure Loads 0.1kN:1m 9 WIND @+Z DIRECTION

-1.000 kN/m

-1.000 kN/m

-0.620 kN/m

-0.620 kN/m

-0.860 kN/m2

-0.540 kN/m2

-0.540 kN/m2-0.860 kN/m2

-0.860 kN/m2

-0.540 kN/m2

-1.000 kN/m-0.620 kN/m

-1.000 kN/m-0.620 kN/m

Load 10XY

Z

Whole Structure Loads 0.1kN:1m 10 WIND @-Z DIRECTION


DESIGNOFPEDESTAL

Thursday, October 02, 2014, 09:24 AM

STAAD SPACE -- PAGE NO. 9

==================================================================== COLUMN NO. 55 DESIGN PER ACI 318-08 - AXIAL + BENDING

FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 500.0 X 500.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 2500.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 20 MM 1.005 5 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 320.00 MM


FY - 414.0 FC - 28.0 MPA, SQRE SIZE - 500.0 X 500.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 2500.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 20 MM 1.005 5 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM


FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 500.0 X 500.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 2500.0 SQ. MM

Page 9 of 11D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl



BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 20 MM 1.005 5 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 320.00 MM


FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 500.0 X 500.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 2500.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 20 MM 1.005 5 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 320.00 MM ********************END OF COLUMN DESIGN RESULTS******************** 235. END CONCRETE DESIGN 236. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= OCT 2,2014 TIME= 9:15: 9 ****



STAADINPUT


PAGE NO. 1

**************************************************** * * * STAAD.Pro V8i SELECTseries4 * * Version 20.07.09.31 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= OCT 2, 2014 * * Time= 9:15: 7 * * * * USER ID: EPC * ****************************************************

1. STAAD SPACE INPUT FILE: SILO Design1.STD 2. START JOB INFORMATION 3. ENGINEER DATE 01/10/2014 4. JOB NAME SILO DESIGN 5. JOB REV A 6. ENGINEER NAME SJ 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. SET NL 300 10. UNIT METER KN 11. JOINT COORDINATES 12. 1 0 26.11 0; 2 0 26.11 4.35; 3 4.35 26.11 0; 4 4.35 26.11 4.35; 5 4.35 9.11 0 13. 6 0 9.11 0; 7 0 9.11 4.35; 8 4.35 9.11 4.35; 9 1.04 7 1.04; 10 3.31 7 1.04 14. 11 1.04 7 3.31; 12 3.31 7 3.31; 13 2.56 3.76 2.56; 14 3.31 3.76 3.31 15. 15 3.31 1 3.31; 16 1.04 3.76 3.31; 17 1.04 1 3.31; 18 1.04 3.76 1.04 16. 19 1.04 1 1.04; 20 3.31 3.76 1.04; 21 3.31 1 1.04; 22 1.79 3.76 2.56 17. 23 2.56 3.76 1.79; 24 1.79 3.76 1.79; 25 3.31 0 3.31; 26 1.04 0 3.31 18. 27 1.04 0 1.04; 28 3.31 0 1.04 19. MEMBER INCIDENCES 20. 17 14 15; 18 12 14; 19 16 17; 20 11 16; 21 18 19; 22 9 18; 23 20 21; 24 10 20 21. 25 18 16; 31 20 18; 33 14 20; 35 16 14; 55 15 25; 56 17 26; 57 19 27; 58 21 28 22. ELEMENT INCIDENCES SHELL 23. 41 9 11 22 24; 42 11 12 13 22; 43 7 8 12 11; 44 6 7 11 9; 46 12 10 23 13 24. 47 5 6 9 10; 48 8 5 10 12; 49 10 9 24 23; 50 1 2 7 6; 51 3 1 6 5; 52 4 3 5 8 25. 53 2 4 8 7; 54 2 1 3 4 26. ELEMENT PROPERTY 27. 41 TO 44 46 TO 54 THICKNESS 0.2 28. DEFINE MATERIAL START 29. ISOTROPIC STEEL 30. E 2.05E+008 31. POISSON 0.3 32. DENSITY 76.8195 33. ALPHA 1.2E-005 34. DAMP 0.03 35. TYPE STEEL 36. STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2 37. ISOTROPIC CONCRETE 38. E 2.17185E+007




39. POISSON 0.17 40. DENSITY 23.5616 41. ALPHA 1E-005 42. DAMP 0.05 43. TYPE CONCRETE 44. STRENGTH FCU 27579 45. ISOTROPIC CONCRETE1 46. E 2.15381E+007 47. POISSON 0.17 48. DENSITY 24 49. ALPHA 1E-005 50. DAMP 0.05 51. END DEFINE MATERIAL 52. MEMBER PROPERTY AMERICAN 53. 17 TO 24 ASSIGN BEAM 54. 25 31 33 35 ASSIGN CHANNEL 55. MEMBER PROPERTY AMERICAN 56. 55 TO 58 PRIS YD 0.5 ZD 0.5 57. CONSTANTS 58. MATERIAL STEEL MEMB 17 TO 25 31 33 35 59. MATERIAL CONCRETE1 MEMB 41 TO 44 46 TO 58 60. SUPPORTS 61. 25 TO 28 FIXED 62. DEFINE UBC ACCIDENTAL LOAD 63. ZONE 0.075 I 1 RWX 5.6 RWZ 5.6 STYP 3 CT 0.0731 NA 1 NV 1 64. JOINT WEIGHT 65. 15 17 19 21 WEIGHT 850 66. LOAD 1 LOADTYPE SEISMIC TITLE SEISMIC @+X DIRECTION 67. UBC LOAD X 1 68. PDELTA 5 ANALYSIS

P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 28 NUMBER OF MEMBERS 16 NUMBER OF PLATES 13 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 4

SOLVER USED IS THE IN-CORE ADVANCED SOLVER

TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 144




*********************************************************** * * * X DIRECTION : Ta = 0.844 Tb = 0.106 Tuser = 0.000 * * T = 0.106, LOAD FACTOR = 1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.0402 x 3400.00 = 136.61 KN * * * *********************************************************** ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. 69. CHANGE 70. LOAD 2 LOADTYPE SEISMIC TITLE SEISMIC @-X DIRECTION 71. UBC LOAD X -1. 72. PDELTA 5 ANALYSIS *********************************************************** * * * X DIRECTION : Ta = 0.844 Tb = 0.106 Tuser = 0.000 * * T = 0.106, LOAD FACTOR = -1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.0402 x 3400.00 = 136.61 KN * * * *********************************************************** ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. 73. CHANGE 74. LOAD 3 LOADTYPE SEISMIC TITLE SEISMIC @+Z DIRECTION 75. UBC LOAD Z 1 76. PDELTA 5 ANALYSIS




*********************************************************** * * * Z DIRECTION : Ta = 0.844 Tb = 0.109 Tuser = 0.000 * * T = 0.109, LOAD FACTOR = 1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.0402 x 3400.00 = 136.61 KN * * * *********************************************************** ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. 77. CHANGE 78. LOAD 4 LOADTYPE SEISMIC TITLE SEISMIC @-Z DIRECTION 79. UBC LOAD Z -1. 80. PDELTA 5 ANALYSIS *********************************************************** * * * Z DIRECTION : Ta = 0.844 Tb = 0.109 Tuser = 0.000 * * T = 0.109, LOAD FACTOR = -1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.0402 x 3400.00 = 136.61 KN * * * *********************************************************** ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. 81. CHANGE 82. LOAD 5 LOADTYPE DEAD TITLE DEAD LOAD 83. ELEMENT LOAD 84. 54 PR GY -180 85. LOAD 6 LOADTYPE LIVE TITLE LIVE LOAD 86. ELEMENT LOAD 87. 54 PR GY -1. 88. LOAD 7 LOADTYPE WIND TITLE WIND @+X DIRECTION 89. ELEMENT LOAD 90. 41 44 50 PR GX 0.86 91. 46 48 52 PR GX 0.54




92. MEMBER LOAD 93. 19 21 56 57 UNI GX 1 94. 17 23 55 58 UNI GX 0.62 95. LOAD 8 LOADTYPE WIND TITLE WIND @-X DIRECTION 96. ELEMENT LOAD 97. 46 48 52 PR GX -0.86 98. 41 44 50 PR GX -0.54 99. MEMBER LOAD 100. 17 23 55 58 UNI GX -1. 101. 19 21 56 57 UNI GX -0.62 102. LOAD 9 LOADTYPE WIND TITLE WIND @+Z DIRECTION 103. ELEMENT LOAD 104. 47 49 51 PR GZ 0.86 105. 42 43 53 PR GZ 0.54 106. MEMBER LOAD 107. 21 23 57 58 UNI GZ 1 108. 17 19 55 56 UNI GZ 0.62 109. LOAD 10 LOADTYPE WIND TITLE WIND @-Z DIRECTION 110. ELEMENT LOAD 111. 42 43 53 PR GZ -0.86 112. 47 49 51 PR GZ -0.54 113. MEMBER LOAD 114. 17 19 55 56 UNI GZ -1. 115. 21 23 57 58 UNI GZ -0.62 116. LOAD 11 1.4DL 117. REPEAT LOAD 118. 5 1.4 119. LOAD 12 1.2DL + 1.6LL 120. REPEAT LOAD 121. 5 1.2 6 1.6 122. LOAD 13 1.2DL + 1.0WL(+X) + 1.0LL 123. REPEAT LOAD 124. 5 1.2 7 1.0 6 1.0 125. LOAD 14 1.2DL + 1.0WL(+Z) + 1.0LL 126. REPEAT LOAD 127. 5 1.2 9 1.0 6 1.0 128. LOAD 15 1.2DL + 1.0WL(-X) + 1.0LL 129. REPEAT LOAD 130. 5 1.2 8 1.0 6 1.0 131. LOAD 16 1.2DL + 1.0WL(-Z) + 1.0LL 132. REPEAT LOAD 133. 5 1.2 10 1.0 6 1.0 134. LOAD 17 1.2DL + 1.0EQ(+X) + 1.0LL 135. REPEAT LOAD 136. 5 1.2 1 1.0 6 1.0 137. LOAD 18 1.2DL + 1.0EQ(+Z) + 1.0LL 138. REPEAT LOAD 139. 5 1.2 3 1.0 6 1.0 140. LOAD 19 1.2DL + 1.0EQ(-X) + 1.0LL 141. REPEAT LOAD 142. 5 1.2 2 1.0 6 1.0 143. LOAD 20 1.2DL + 1.0EQ(-Z) + 1.0LL 144. REPEAT LOAD 145. 5 1.2 4 1.0 6 1.0 146. LOAD 21 0.9DL + 1.0WL(+X) 147. REPEAT LOAD




148. 5 0.9 7 1.0 149. LOAD 22 0.9DL + 1.0WL(+Z) 150. REPEAT LOAD 151. 5 0.9 9 1.0 152. LOAD 23 0.9DL + 1.0WL(-X) 153. REPEAT LOAD 154. 5 0.9 8 1.0 155. LOAD 24 0.9DL + 1.0WL(-Z) 156. REPEAT LOAD 157. 5 0.9 10 1.0 158. LOAD 25 0.9DL + 1.0EQ(+X) 159. REPEAT LOAD 160. 5 0.9 1 1.0 161. LOAD 26 0.9DL + 1.0EQ(+Z) 162. REPEAT LOAD 163. 5 0.9 3 1.0 164. LOAD 27 0.9DL + 1.0EQ(-X) 165. REPEAT LOAD 166. 5 0.9 2 1.0 167. LOAD 28 0.9DL + 1.0EQ(-Z) 168. REPEAT LOAD 169. 5 0.9 4 1.0 170. LOAD 29 1.0DL + 1.0LL 171. REPEAT LOAD 172. 5 1.0 6 1.0 173. LOAD 30 1.0DL + 0.6WL(+X) 174. REPEAT LOAD 175. 5 1.0 7 0.6 176. LOAD 31 1.0DL + 0.6WL(+Z) 177. REPEAT LOAD 178. 5 1.0 9 0.6 179. LOAD 32 1.0DL + 0.6WL(-X) 180. REPEAT LOAD 181. 5 1.0 8 0.6 182. LOAD 33 1.0DL + 0.6WL(-Z) 183. REPEAT LOAD 184. 5 1.0 10 0.6 185. LOAD 34 1.0DL + 0.7EQ(+X) 186. REPEAT LOAD 187. 5 1.0 1 0.7 188. LOAD 35 1.0DL + 0.7EQ(+Z) 189. REPEAT LOAD 190. 5 1.0 3 0.7 191. LOAD 36 1.0DL + 0.7EQ(-X) 192. REPEAT LOAD 193. 5 1.0 2 0.7 194. LOAD 37 1.0DL + 0.7EQ(-Z) 195. REPEAT LOAD 196. 5 1.0 4 0.7 197. LOAD 38 1.0DL + 0.45WL(+X) + 0.75LL 198. REPEAT LOAD 199. 5 1.0 7 0.45 6 0.75 200. LOAD 39 1.0DL + 0.45WL(+Z) + 0.75LL 201. REPEAT LOAD 202. 5 1.0 9 0.45 6 0.75 203. LOAD 40 1.0DL + 0.45WL(-X) + 0.75LL




204. REPEAT LOAD 205. 5 1.0 8 0.45 6 0.75 206. LOAD 41 1.0DL + 0.45WL(-Z) + 0.75LL 207. REPEAT LOAD 208. 5 1.0 10 0.45 6 0.75 209. LOAD 42 1.0DL + 0.525EQ(+X) + 0.75LL 210. REPEAT LOAD 211. 5 1.0 1 0.525 6 0.75 212. LOAD 43 1.0DL + 0.525EQ(+Z) + 0.75LL 213. REPEAT LOAD 214. 5 1.0 3 0.525 6 0.75 215. LOAD 44 1.0DL + 0.525EQ(-X) + 0.75LL 216. REPEAT LOAD 217. 5 1.0 2 0.525 6 0.75 218. LOAD 45 1.0DL + 0.525EQ(-Z) + 0.75LL 219. REPEAT LOAD 220. 5 1.0 4 0.525 6 0.75 221. PDELTA 5 ANALYSIS ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. ++ Adjusting Displacements. 222. START CONCRETE DESIGN




223. CODE ACI 224. CLB 0.05 MEMB 56 225. CLS 0.05 MEMB 56 226. CLT 0.05 MEMB 56 227. FC 28000 MEMB 56 228. FYMAIN 414000 MEMB 56 229. FYSEC 414000 MEMB 56 230. MINSEC 10 MEMB 56 231. REINF 0 MEMB 56 232. RHOMN 0.01 MEMB 56 233. TRACK 0 MEMB 56 234. DESIGN COLUMN 55 TO 58



DESIGNOFMATFOUNDATION

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SILO FOUNDATION DESIGN

EASTERN PRECAST CONCRETE 02-Oct-2014 09:02SILO Design1_foundation

Print Time/Date: 02/10/2014 09:19 Print Run 1 of 3STAAD.foundation Release 5.3, build 1001


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DESIGN OF MAT FOUNDATION

Load Details

Included Loads

Load Case No 11: 1.4DLPrimary Primary

Serviceability Factor 1.000Design Factor 1.000

Load Case No 12: 1.2DL + 1.6LLPrimary Primary


Load Case No 29: 1.0DL + 1.0LLPrimary Primary


Load Case No 30: 1.0DL + 0.6WL(+X)Primary Primary


Load Case No 31: 1.0DL + 0.6WL(+Z)Primary Primary


Load Case No 32: 1.0DL + 0.6WL(-X)Primary Primary


Load Case No 33: 1.0DL + 0.6WL(-Z)Primary Primary


Load Case No 34: 1.0DL + 0.7EQ(+X)Primary Primary


Load Case No 35: 1.0DL + 0.7EQ(+Z)Primary Primary


Load Case No 36: 1.0DL + 0.7EQ(-X)Primary Primary

Page 1 of 8Isolated Footing Design

10/2/2014file:///C:/Staad.foundation%205.3/CalcXsl/MatFoundation.xml


Load Case No 37: 1.0DL + 0.7EQ(-Z)Primary Primary


Load Case No 38: 1.0DL + 0.45WL(+X) + 0.75LL

Primary PrimaryServiceability Factor 1.000

Design Factor 1.000

Load Case No 39: 1.0DL + 0.45WL(+Z) + 0.75LL


Design Factor 1.000

Load Case No40: 1.0DL + 0.45WL(-X) + 0.75LL


Design Factor 1.000

Load Case No41: 1.0DL + 0.45WL(-Z) + 0.75LL


Design Factor 1.000

Load Case No42: 1.0DL + 0.525EQ(+X) + 0.75LL


Design Factor 1.000

Load Case No43: 1.0DL + 0.525EQ(+Z) + 0.75LL


Design Factor 1.000

Load Case No44: 1.0DL + 0.525EQ(-X) + 0.75LL


Design Factor 1.000

Load Case No45: 1.0DL + 0.525EQ(-Z) + 0.75LL


Design Factor 1.000



Properties Details

Soil Details

Mat Dimension

Analysis Results

Region Thickness(m) Material

Footing 0.750 Concrete

Boundary Subgrade Modulus Soil Height Above Mat Soil Density Soil Pressure

Footing 6000.000 kN/m2/m 0.750 m 18.000 kN/m3 0.000 kN/m^2

Boundary Name : FootingNode No X Coor(m) Y Coor(m) Z Coor(m)

1 0.175 0.000 0.1752 4.175 0.000 0.1753 4.175 0.000 4.1754 0.175 0.000 4.175

Node Displacement Summary Table

- Node Number Load Case Dx(m) Dy(m) Dz(m)Rx

(Rad)

Ry

(Rad)

Rz

(Rad)

Max Dx 43 11 0.00000 -0.04970 0.00000 -0.00002 0.00000 -0.00001

Max Dy 3 33 0.00000 -0.00965 0.00000 -0.01290 0.00000 0.00003

Max Dz 43 11 0.00000 -0.04970 0.00000 -0.00002 0.00000 -0.00001

Max Rx 196 31 0.00000 -0.04660 0.00000 0.01296 0.00000 -0.00004

Max Ry 43 11 0.00000 -0.04970 0.00000 -0.00002 0.00000 -0.00001

Max Rz 93 32 0.00000 -0.04636 0.00000 0.00003 0.00000 0.00949

Min Dx 43 11 0.00000 -0.04970 0.00000 -0.00002 0.00000 -0.00001

Min Dy 1 33 0.00000 -0.06133 0.00000 -0.01287 0.00000 0.00001

Min Dz 43 11 0.00000 -0.04970 0.00000 -0.00002 0.00000 -0.00001

Min Rx 86 33 0.00000 -0.04660 0.00000 -0.01296 0.00000 0.00004

Min Ry 43 11 0.00000 -0.04970 0.00000 -0.00002 0.00000 -0.00001

Min Rz 189 30 0.00000 -0.04636 0.00000 -0.00003 0.00000 -0.00949

Plate Stress Summary Table

- Plate Load Case

SQx

(kN/m2 )

SQy

(kN/m2)

Sx

(kN/m2)

Sy

(kN/m2)

Sxy

(kN/m2)

Mx

(kN-m/m)

My

(kN-m/m)

Mxy

(kN-m/m)



Max SQX 151 11 1049.35427 1049.24711 0.00000 0.00000 0.00000 121.90457 121.68465 -9.79919

Max SQY 45 33

-1045.10300 1065.12700 0.00000 0.00000 0.00000 125.99328 174.70946 -20.96834

Max SX 1 11 33.91891 33.85556 0.00000 0.00000 0.00000 9.60532 9.60033 -5.98738

Max SY 1 11 33.91891 33.85556 0.00000 0.00000 0.00000 9.60532 9.60033 -5.98738

Max SXY 1 11 33.91891 33.85556 0.00000 0.00000 0.00000 9.60532 9.60033 -5.98738

Max MX 39 32 982.88298 964.47579 0.00000 0.00000 0.00000 164.24050 115.44316 23.97889

Max MY 31 33 969.28464 1036.63979 0.00000 0.00000 0.00000 133.28056 174.89650 13.95332

Max MXY 53 32 -804.95687 878.15577 0.00000 0.00000 0.00000 61.46941 102.50294 38.41414

Min SQX 53 11

-1049.35150 1049.25019 0.00000 0.00000 0.00000 121.89924 121.68915 9.80965

Min SQY 152 31 1045.10351

-1065.12988 0.00000 0.00000 0.00000 125.99623 174.70771 -20.96841

Min SX 1 11 33.91891 33.85556 0.00000 0.00000 0.00000 9.60532 9.60033 -5.98738

Min SY 1 11 33.91891 33.85556 0.00000 0.00000 0.00000 9.60532 9.60033 -5.98738

Min SXY 1 11 33.91891 33.85556 0.00000 0.00000 0.00000 9.60532 9.60033 -5.98738

Min MX 87 11 -78.04021 -18.61387 0.00000 0.00000 0.00000 -81.96141 24.81389 1.61938

Min MY 35 11 -18.53044 -78.02184 0.00000 0.00000 0.00000 24.84734 -82.08655 1.62227

Min MXY 151 30 804.84072 877.82936 0.00000 0.00000 0.00000 61.64694 102.38812 -38.20541

Base Pressure Summary

- Node X-Coor(m) Y-Coor(m) Z-Coor(m) Load Case Base Pressure(kN/m2)Maximum

Base Pressure

3 4.175 0.000 4.175 31 368.00977

Minimum Base

Pressure3 4.175 0.000 4.175 33 57.87548

Base Pressure Summary for Service Load conditions

- Node X-Coor(m) Y-Coor(m) Z-Coor(m) Load Case Base Pressure(kN/m2)Maximum

Base Pressure

3 4.175 0.000 4.175 31 368.00977

Minimum Base

Pressure3 4.175 0.000 4.175 33 57.87548

Contact Area

Load Case Area in Contact(m2)% of Total

AreaArea out of Contact(m2)

% of Total Area

11 16.00000 100.00000 0.00000 0.00000

12 16.00000 100.00000 0.00000 0.00000

29 16.00000 100.00000 0.00000 0.00000

30 16.00000 100.00000 0.00000 0.00000



Design Parameters

Design Output

Top of Mat Longitudinal Direction

31 16.00000 100.00000 0.00000 0.00000

32 16.00000 100.00000 0.00000 0.00000

33 16.00000 100.00000 0.00000 0.00000

34 16.00000 100.00000 0.00000 0.00000

35 16.00000 100.00000 0.00000 0.00000

36 16.00000 100.00000 0.00000 0.00000

37 16.00000 100.00000 0.00000 0.00000

38 16.00000 100.00000 0.00000 0.00000

39 16.00000 100.00000 0.00000 0.00000

40 16.00000 100.00000 0.00000 0.00000

41 16.00000 100.00000 0.00000 0.00000

42 16.00000 100.00000 0.00000 0.00000

43 16.00000 100.00000 0.00000 0.00000

44 16.00000 100.00000 0.00000 0.00000

45 16.00000 100.00000 0.00000 0.00000

Panel Name Fy (kN/m2) Fc (kN/m2)

Top Cover (m)

Bottom Cover (m)

Min Bar Size (mm)

Max Bar Size (mm)

Min Spacing (mm)

Max Spacing (mm)

Wood and Armer Moment

Footing 414000.070 35000.006 0.050 0.050 16 20 100.000 500.000 Not Used

Zone:- 1

Governing Moment (MGOV) = 87.525(kN-m/m)

Otherwise, 0.796

Minimum % of Steel Required

0.0018

0.025

Effective Depth (deff) = 0.692 (m)

Steel Percentage Required 0.0018

Where 13.916

61.900(kN/m^2)



Top of Mat Transverse Direction

Provided Area of Steel = 2.091 (in2)

As , Hence R_reqd is acceptable

Reinforcement Details

Bar No= 20

Maximum Spacing(Smax)(User Specified) = 500.000(mm)

Minimum Spacing(Smin)(User Specified) = 100.000(mm)

Actual Spacing (S) = 230(mm)

Smin

Bottom of Mat Longitudinal Direction

Bottom of Mat Transverse Direction

Zone:- 1

Governing Moment(MGOV)= -320.336(kN-m/m)

Otherwise, 0.796

Minimum % of Steel Required

0.0018

0.025

Effective Depth(deff)= 0.692 (m)


Where 13.916

226.551(kN/m^2)



Bar No= 20




Smin

Effective Depth(deff)= 0.676 (m)


Where 13.916

248.388(kN/m^2)



Bar No= 20




Smin

silo desig

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