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
Eastern Trading and Contracting Est.SILO DESIGN
STAADLOADMODEL
Software licensed to EPC
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
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
Software licensed to EPC
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Client
Job No Sheet No Rev
Part
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By Date Chd
File Date/Time
2 A
SILO DESIGN
SJ 01/10/2014
02-Oct-2014 09:15SILO Design1.std
Print Time/Date: 02/10/2014 09:23 Print Run 2 of 3STAAD.Pro V8i (SELECTseries 4) 20.07.09.31
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
Software licensed to EPC
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Job No Sheet No Rev
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3 A
SILO DESIGN
SJ 01/10/2014
02-Oct-2014 09:15SILO Design1.std
Print Time/Date: 02/10/2014 09:23 Print Run 3 of 3STAAD.Pro V8i (SELECTseries 4) 20.07.09.31
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
Eastern Trading and Contracting Est.SILO DESIGN
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
==================================================================== COLUMN NO. 56 DESIGN PER ACI 318-08 - AXIAL + BENDING
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
==================================================================== COLUMN NO. 57 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
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STAAD SPACE -- PAGE NO. 10
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
==================================================================== COLUMN NO. 58 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 ********************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 ****
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Eastern Trading and Contracting Est.SILO DESIGN
STAADINPUT
Thursday, October 02, 2014, 09:24 AM
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
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STAAD SPACE -- PAGE NO. 2
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
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STAAD SPACE -- PAGE NO. 3
*********************************************************** * * * 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
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STAAD SPACE -- PAGE NO. 4
*********************************************************** * * * 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
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STAAD SPACE -- PAGE NO. 5
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
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STAAD SPACE -- PAGE NO. 6
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
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STAAD SPACE -- PAGE NO. 7
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
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STAAD SPACE -- PAGE NO. 8
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
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Eastern Trading and Contracting Est.SILO DESIGN
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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SILO FOUNDATION DESIGN
EASTERN PRECAST CONCRETE 02-Oct-2014 09:02SILO Design1_foundation
Print Time/Date: 02/10/2014 09:19 Print Run 2 of 3STAAD.foundation Release 5.3, build 1001
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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 3 of 3STAAD.foundation Release 5.3, build 1001
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
Serviceability Factor 1.000Design Factor 1.000
Load Case No 29: 1.0DL + 1.0LLPrimary Primary
Serviceability Factor 1.000Design Factor 1.000
Load Case No 30: 1.0DL + 0.6WL(+X)Primary Primary
Serviceability Factor 1.000Design Factor 1.000
Load Case No 31: 1.0DL + 0.6WL(+Z)Primary Primary
Serviceability Factor 1.000Design Factor 1.000
Load Case No 32: 1.0DL + 0.6WL(-X)Primary Primary
Serviceability Factor 1.000Design Factor 1.000
Load Case No 33: 1.0DL + 0.6WL(-Z)Primary Primary
Serviceability Factor 1.000Design Factor 1.000
Load Case No 34: 1.0DL + 0.7EQ(+X)Primary Primary
Serviceability Factor 1.000Design Factor 1.000
Load Case No 35: 1.0DL + 0.7EQ(+Z)Primary Primary
Serviceability Factor 1.000Design Factor 1.000
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
Serviceability Factor 1.000Design Factor 1.000
Load Case No 37: 1.0DL + 0.7EQ(-Z)Primary Primary
Serviceability Factor 1.000Design Factor 1.000
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
Primary PrimaryServiceability Factor 1.000
Design Factor 1.000
Load Case No40: 1.0DL + 0.45WL(-X) + 0.75LL
Primary PrimaryServiceability Factor 1.000
Design Factor 1.000
Load Case No41: 1.0DL + 0.45WL(-Z) + 0.75LL
Primary PrimaryServiceability Factor 1.000
Design Factor 1.000
Load Case No42: 1.0DL + 0.525EQ(+X) + 0.75LL
Primary PrimaryServiceability Factor 1.000
Design Factor 1.000
Load Case No43: 1.0DL + 0.525EQ(+Z) + 0.75LL
Primary PrimaryServiceability Factor 1.000
Design Factor 1.000
Load Case No44: 1.0DL + 0.525EQ(-X) + 0.75LL
Primary PrimaryServiceability Factor 1.000
Design Factor 1.000
Load Case No45: 1.0DL + 0.525EQ(-Z) + 0.75LL
Primary PrimaryServiceability Factor 1.000
Design Factor 1.000
Page 2 of 8Isolated Footing Design
10/2/2014file:///C:/Staad.foundation%205.3/CalcXsl/MatFoundation.xml
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)
Page 3 of 8Isolated Footing Design
10/2/2014file:///C:/Staad.foundation%205.3/CalcXsl/MatFoundation.xml
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
Page 4 of 8Isolated Footing Design
10/2/2014file:///C:/Staad.foundation%205.3/CalcXsl/MatFoundation.xml
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)
Page 5 of 8Isolated Footing Design
10/2/2014file:///C:/Staad.foundation%205.3/CalcXsl/MatFoundation.xml
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)
Steel Percentage Required 0.0018
Where 13.916
226.551(kN/m^2)
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
Effective Depth(deff)= 0.676 (m)
Steel Percentage Required 0.0018
Where 13.916
248.388(kN/m^2)
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
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