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Silo Desig

The document provides design criteria and load assumptions for the structural design of a silo in Riyadh, Saudi Arabia. Key points include: - Design will follow ACI and international standards using STAAD-Pro for structural analysis. - Dead loads include the weight of the silo (340 tons) and concrete (24 kN/m3). Live loads are 1 kPa. Wind loads are based on a 150 km/h speed using ASCE 7-05. - Reinforced concrete will use 35 MPa concrete and 414 MPa reinforcement. Structural steel will be A36 steel with 248 MPa yield strength. - Load combinations for design include factored loads following A

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0% found this document useful (0 votes)

964 views32 pages

Silo Desig

Uploaded by

Jaganraj Sesuraj

We take content rights seriously. If you suspect this is your content, claim it here.

Available Formats

Download as PDF, TXT or read online on Scribd

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Eastern Trading and Contracting Est.

SILO DESIGN

DESIGNCRITERIA

EasternTradingandContractingEst.
SILOFOUNDATIONDESIGN
DESIGNCRITERIA
INTRODUCTION
Thefollowingaregeneraldesigncriteriathatwillbeusedinthestructuralanalysisanddesignfor
theproposedsubstationbuildingandrelateddesignofstructuralitemsinvolvedintheproject.
ThedesigncomplieswiththeACIandrelatedinternationalStandards.
STRUCTURALDESIGNSCOPE
TheScopeofWorkforStructuralDesignofthisprojectisforSilo,Riyadh,
KingdomofSaudiArabia.

b.DesignApproachandAnalysis
ThewholestructureismodeledandstructurallyanalyzedutilizingSTAADProprogramandthe
overallstructuralbehaviorisassesedconsideringthestructuralcomponentswiththeprescribed
deadloads,liveloads,windloadsandseismicloads.Eachstructuralmember,underload
combinationasperASCE/SEI72010areanalyzedtocheck/acquirethegoverningmoment,shear,
andaxialforcestobeusedinsizingtheprecastmembersanddesigningconnections.
I.CodesandReferences
ACI31811BuildingCodeRequirementsforStructuralConcreteandCommentary
MNL12004PCIDesignHandbook7thEdition
ANSI/AISC36005SpecificationforStructuralSteelBuildings
ASCE/SEI710MinimumDesignLoadsforBuildingsandOtherStructures
UBC1997Volume2UniformBuildingCodeVolume2
AWSD1.1M:2006StructuralWeldingCodeSteel
DesignofReinforcedConcrete7thEd.By:McCormacandNelson
StructuralSteelDesignersHandbook4thEd.By:BrockenbroughandMerritt
II.DesignLoads
DeadLoad
Wt.ofSilo

= 340.00

Ton

LiveLoad

= 1.00

kPa

WindLoad(AsperASCE705)
qz = 0.613KzKztKdV2I
V
= 150km/hr
(AsperTESP11919sec.7.1.3)
I
= 1.15
(AsperTESP11919sec.7.1.3)
ExposureC
(AsperASCE/SEI710sec.26.7.3)
= 1
(AsperASCE/SEI710sec.26.8.2)
Kzt
Kz
= 1.216
(AsperASCE/SEI710table29.31,ExposureC,Ht.=25m)
Kd
= 0.95
(AsperASCE/SEI710table26.61)
P = qGCpqi(GCpi)
(AsperASCE/SEI710,sec.27.4.1)
G
= 0.85
(AsperASCE/SEI710,sec.26.9.1)
Cp
=
(AsperASCE/SEI710figure27.41)
(GCpi) = 0
(AsperASCE/SEI710table26.111)

EasternTradingandContractingEs
SILOFOUNDATIONDESIGN

2
qz = 0.613KzKztKdV I
Kz = 1.216
Kzt = 1.00
Kd = 0.85
V = 41.67 m/s
I
= 1.15
qz = 1.27 kPa

WindPressure, P = qGCpqi(GCpi)
B = 4.35 m
L = 4.35 m
L/B = 1
Windward, Cp = 0.8
Leeward,
Cp = 0.5
G
= 0.85
(GCpi) = 0
Windward
P1
= 0.86 kPa
P2
= 0.86 kPa
useP = 0.86 kPa
Leeward
P1
= 0.54 kPa
P2
= 0.54 kPa
useP = 0.54 kPa

SeismicLoad(AsperUBC1997Vol.2)
Ct
= 0.0731 (Sec.1630.2.2)
Z
= 0.075
(SeismicZoneIRiyadh,Table16I)
SoilProfileType
= SD
(Table16J)
I
= 1.25
(OccupancyCategory1,Table16K)
R
= 5.60
(MomentResistingFrameSystemOMRF,Table16N)
0.12
Ca
=
(SD,Table16Q)
= 0.18
(SD,Table16R)
Cv
SeismicSourceType = C
(Table16U)
Na
= 1.0
(Table16S)
Nv
= 1.0
(Table16T)
III.MaterialProperties
ReinforcedConcrete
Columns,
f'c = 35
Mpa
ReinforcementBar,
fy = 414 Mpa(Grade60)
WireStrand,
fpu = 1860 Mpa
3
kN/m
UnitWt.ofConcrete,
Wc = 24
StructuralSteel

EasternTradingandContractingEst.
SILOFOUNDATIONDESIGN

UseA36Steel
Fy = 248 Mpa
Fu = 415 Mpa
E70 = 483 Mpa (forWeld)
UseA325Bolt(otherwisespecified)
Ft = 305 Mpa
IV.Others
ConcreteCover
= 50mm(2hrsFireRating)
STAADProV8i
= StructuralAnalysisandDesignofFrame
Excel2007
= Computation
PCAColumn
= StructuralAnalysis
AllowableStoreyDrift
= L/66.67(Table12.121,CategoryIIIASCE/SEI705)
V.LoadCombinations
FactoredLoad(AsperACI31811Sec.9.2)
U = 1.4DL
Where:
DL = DeadLoad
U = 1.2DL+1.6LL
U = 1.2DL+1.0WL+1.0LL
LL = LiveLoad/CraneLoad
U = 1.2DL+1.0EQ+1.0LL
WL = WindLoad
U = 0.9DL+1.0WL
EQ = SeismicLoad
U = 0.9DL+1.0EQ
ServiceLoad(AsperASCE/SEI710Sec.2.4.1)
U = DL+LL
U = DL+0.6WL
U = DL+0.7EQ
U = DL+0.45WL+0.75LL
U = DL+0.525EQ+0.75LL

Eastern Trading and Contracting Est.

SILO DESIGN

STAADLOADMODEL

Job No

Rev

Part

Software licensed to EPC

Job Title

Sheet No

Ref

SILO DESIGN

Client

Date01/10/2014

File

SILO Design1.std

Date/Time

Chd

02-Oct-2014 09:15

-180.000 kN/m2

Y
Z

Load 5

Whole Structure Loads 0.1kN:1m 5 DEAD LOAD

-1.000 kN/m2

Y
Z

Load 6

Whole Structure Loads 0.1kN:1m 6 LIVE LOAD

Print Time/Date: 02/10/2014 09:23

STAAD.Pro V8i (SELECTseries 4) 20.07.09.31

Print Run 1 of 3

Job No

Rev

Part

Software licensed to EPC

Job Title

Sheet No

Ref

SILO DESIGN

Client

Date01/10/2014

File

SILO Design1.std

Date/Time

Chd

02-Oct-2014 09:15

0.860 kN/m20.540 kN/m2

0.860 kN/m2
0.540 kN/m2
0.860 0.540
kN/m2kN/m2
1.000 kN/m
0.620 kN/m

Y
Z

1.000 kN/m
0.620 kN/m

Load 7

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

-0.540 kN/m2-0.860 kN/m2

-0.540 kN/m2
-0.860 kN/m2
-0.540-0.860
kN/m2kN/m2
-0.620 kN/m
-1.000 kN/m

Y
Z

-0.620 kN/m
-1.000 kN/m

Load 8

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

Print Time/Date: 02/10/2014 09:23

STAAD.Pro V8i (SELECTseries 4) 20.07.09.31

Print Run 2 of 3

Job No

Rev

Part

Software licensed to EPC

Job Title

Sheet No

Ref

SILO DESIGN

Client

Date01/10/2014

File

SILO Design1.std

Date/Time

Chd

02-Oct-2014 09:15

0.860 kN/m20.540 kN/m2

0.860 kN/m2
0.540 kN/m2
0.860 0.540
kN/m2kN/m2
1.000 kN/m
0.620 kN/m

Y
X

1.000 kN/m
0.620 kN/m

Load 9

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

-0.540 kN/m2-0.860 kN/m2

-0.540 kN/m2
-0.860 kN/m2
-0.540-0.860
kN/m2kN/m2
-0.620 kN/m
-1.000 kN/m

Y
X

-0.620 kN/m
-1.000 kN/m

Load 10

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

Print Time/Date: 02/10/2014 09:23

STAAD.Pro V8i (SELECTseries 4) 20.07.09.31

Print Run 3 of 3

Eastern Trading and Contracting Est.

SILO DESIGN

DESIGNOFPEDESTAL

Thursday, October 02, 2014, 09:24 AM

STAAD SPACE

-- PAGE NO.

====================================================================
COLUMN

NO.

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
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER
12 SPACING 320.00 MM

END

0.650

====================================================================
COLUMN

NO.

DESIGN PER ACI 318-08 - AXIAL + BENDING

FY - 414.0 FC - 28.0 MPA, SQRE SIZE - 500.0 X 500.0 MMS, TIED

END

0.650

====================================================================
COLUMN

NO.

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

D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl

Page 9 of 11

Thursday, October 02, 2014, 09:24 AM

STAAD SPACE

-- PAGE NO.

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

END

0.650

====================================================================
COLUMN

NO.

DESIGN PER ACI 318-08 - AXIAL + BENDING

FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 500.0 X 500.0 MMS, TIED

END

0.650

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 ****

D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl

Page 10 of 11

Eastern Trading and Contracting Est.

SILO DESIGN

STAADINPUT

Thursday, October 02, 2014, 09:24 AM

PAGE NO.

****************************************************
*
*
*
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

D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl

Page 1 of 11

Thursday, October 02, 2014, 09:24 AM

STAAD SPACE
39.
40.
41.
42.
43.
44.
45.
46.
47.
48.
49.
50.
51.
52.
53.
54.
55.
56.
57.
58.
59.
60.
61.
62.
63.
64.
65.
66.
67.
68.

-- PAGE NO.

POISSON 0.17
DENSITY 23.5616
ALPHA 1E-005
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27579
ISOTROPIC CONCRETE1
E 2.15381E+007
POISSON 0.17
DENSITY 24
ALPHA 1E-005
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
17 TO 24 ASSIGN BEAM
25 31 33 35 ASSIGN CHANNEL
MEMBER PROPERTY AMERICAN
55 TO 58 PRIS YD 0.5 ZD 0.5
CONSTANTS
MATERIAL STEEL MEMB 17 TO 25 31 33 35
MATERIAL CONCRETE1 MEMB 41 TO 44 46 TO 58
SUPPORTS
25 TO 28 FIXED
DEFINE UBC ACCIDENTAL LOAD
ZONE 0.075 I 1 RWX 5.6 RWZ 5.6 STYP 3 CT 0.0731 NA 1 NV 1
JOINT WEIGHT
15 17 19 21 WEIGHT 850
LOAD 1 LOADTYPE SEISMIC TITLE SEISMIC @+X DIRECTION
UBC LOAD X 1
PDELTA 5 ANALYSIS

P R O B L E M
S T A T I S T I C S
----------------------------------NUMBER OF JOINTS
NUMBER OF PLATES
NUMBER OF SURFACES

28
13
0

NUMBER OF MEMBERS
NUMBER OF SOLIDS
NUMBER OF SUPPORTS

16
0
4

SOLVER USED IS THE IN-CORE ADVANCED SOLVER

TOTAL PRIMARY LOAD CASES =

1, TOTAL DEGREES OF FREEDOM =

D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl

144

Page 2 of 11

Thursday, October 02, 2014, 09:24 AM

STAAD SPACE

-- PAGE NO.

***********************************************************
*
*
* 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.
70.
71.
72.

CHANGE
LOAD 2 LOADTYPE SEISMIC
UBC LOAD X -1.
PDELTA 5 ANALYSIS

TITLE SEISMIC @-X DIRECTION

***********************************************************
*
*
* 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.
74.
75.
76.

CHANGE
LOAD 3 LOADTYPE SEISMIC
UBC LOAD Z 1
PDELTA 5 ANALYSIS

TITLE SEISMIC @+Z DIRECTION

D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl

Page 3 of 11

Thursday, October 02, 2014, 09:24 AM

STAAD SPACE

-- PAGE NO.

***********************************************************
*
*
* 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.
78.
79.
80.

CHANGE
LOAD 4 LOADTYPE SEISMIC
UBC LOAD Z -1.
PDELTA 5 ANALYSIS

TITLE SEISMIC @-Z DIRECTION

***********************************************************
*
*
* 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.
82.
83.
84.
85.
86.
87.
88.
89.
90.
91.

CHANGE
LOAD 5 LOADTYPE DEAD
ELEMENT LOAD
54 PR GY -180
LOAD 6 LOADTYPE LIVE
ELEMENT LOAD
54 PR GY -1.
LOAD 7 LOADTYPE WIND
ELEMENT LOAD
41 44 50 PR GX 0.86
46 48 52 PR GX 0.54

TITLE DEAD LOAD

TITLE LIVE LOAD

TITLE WIND @+X DIRECTION

D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl

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STAAD SPACE
92.
93.
94.
95.
96.
97.
98.
99.
100.
101.
102.
103.
104.
105.
106.
107.
108.
109.
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136.
137.
138.
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140.
141.
142.
143.
144.
145.
146.
147.

-- PAGE NO.

MEMBER LOAD
19 21 56 57 UNI GX 1
17 23 55 58 UNI GX 0.62
LOAD 8 LOADTYPE WIND TITLE WIND @-X DIRECTION
ELEMENT LOAD
46 48 52 PR GX -0.86
41 44 50 PR GX -0.54
MEMBER LOAD
17 23 55 58 UNI GX -1.
19 21 56 57 UNI GX -0.62
LOAD 9 LOADTYPE WIND TITLE WIND @+Z DIRECTION
ELEMENT LOAD
47 49 51 PR GZ 0.86
42 43 53 PR GZ 0.54
MEMBER LOAD
21 23 57 58 UNI GZ 1
17 19 55 56 UNI GZ 0.62
LOAD 10 LOADTYPE WIND TITLE WIND @-Z DIRECTION
ELEMENT LOAD
42 43 53 PR GZ -0.86
47 49 51 PR GZ -0.54
MEMBER LOAD
17 19 55 56 UNI GZ -1.
21 23 57 58 UNI GZ -0.62
LOAD 11 1.4DL
REPEAT LOAD
5 1.4
LOAD 12 1.2DL + 1.6LL
REPEAT LOAD
5 1.2 6 1.6
LOAD 13 1.2DL + 1.0WL(+X) + 1.0LL
REPEAT LOAD
5 1.2 7 1.0 6 1.0
LOAD 14 1.2DL + 1.0WL(+Z) + 1.0LL
REPEAT LOAD
5 1.2 9 1.0 6 1.0
LOAD 15 1.2DL + 1.0WL(-X) + 1.0LL
REPEAT LOAD
5 1.2 8 1.0 6 1.0
LOAD 16 1.2DL + 1.0WL(-Z) + 1.0LL
REPEAT LOAD
5 1.2 10 1.0 6 1.0
LOAD 17 1.2DL + 1.0EQ(+X) + 1.0LL
REPEAT LOAD
5 1.2 1 1.0 6 1.0
LOAD 18 1.2DL + 1.0EQ(+Z) + 1.0LL
REPEAT LOAD
5 1.2 3 1.0 6 1.0
LOAD 19 1.2DL + 1.0EQ(-X) + 1.0LL
REPEAT LOAD
5 1.2 2 1.0 6 1.0
LOAD 20 1.2DL + 1.0EQ(-Z) + 1.0LL
REPEAT LOAD
5 1.2 4 1.0 6 1.0
LOAD 21 0.9DL + 1.0WL(+X)
REPEAT LOAD

D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl

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Thursday, October 02, 2014, 09:24 AM

STAAD SPACE
148.
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-- PAGE NO.

5 0.9 7 1.0
LOAD 22 0.9DL + 1.0WL(+Z)
REPEAT LOAD
5 0.9 9 1.0
LOAD 23 0.9DL + 1.0WL(-X)
REPEAT LOAD
5 0.9 8 1.0
LOAD 24 0.9DL + 1.0WL(-Z)
REPEAT LOAD
5 0.9 10 1.0
LOAD 25 0.9DL + 1.0EQ(+X)
REPEAT LOAD
5 0.9 1 1.0
LOAD 26 0.9DL + 1.0EQ(+Z)
REPEAT LOAD
5 0.9 3 1.0
LOAD 27 0.9DL + 1.0EQ(-X)
REPEAT LOAD
5 0.9 2 1.0
LOAD 28 0.9DL + 1.0EQ(-Z)
REPEAT LOAD
5 0.9 4 1.0
LOAD 29 1.0DL + 1.0LL
REPEAT LOAD
5 1.0 6 1.0
LOAD 30 1.0DL + 0.6WL(+X)
REPEAT LOAD
5 1.0 7 0.6
LOAD 31 1.0DL + 0.6WL(+Z)
REPEAT LOAD
5 1.0 9 0.6
LOAD 32 1.0DL + 0.6WL(-X)
REPEAT LOAD
5 1.0 8 0.6
LOAD 33 1.0DL + 0.6WL(-Z)
REPEAT LOAD
5 1.0 10 0.6
LOAD 34 1.0DL + 0.7EQ(+X)
REPEAT LOAD
5 1.0 1 0.7
LOAD 35 1.0DL + 0.7EQ(+Z)
REPEAT LOAD
5 1.0 3 0.7
LOAD 36 1.0DL + 0.7EQ(-X)
REPEAT LOAD
5 1.0 2 0.7
LOAD 37 1.0DL + 0.7EQ(-Z)
REPEAT LOAD
5 1.0 4 0.7
LOAD 38 1.0DL + 0.45WL(+X) + 0.75LL
REPEAT LOAD
5 1.0 7 0.45 6 0.75
LOAD 39 1.0DL + 0.45WL(+Z) + 0.75LL
REPEAT LOAD
5 1.0 9 0.45 6 0.75
LOAD 40 1.0DL + 0.45WL(-X) + 0.75LL

D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl

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Thursday, October 02, 2014, 09:24 AM

STAAD SPACE

-- PAGE NO.

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

D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl

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Thursday, October 02, 2014, 09:24 AM

STAAD SPACE
223.
224.
225.
226.
227.
228.
229.
230.
231.
232.
233.
234.

-- PAGE NO.

CODE ACI
CLB 0.05 MEMB 56
CLS 0.05 MEMB 56
CLT 0.05 MEMB 56
FC 28000 MEMB 56
FYMAIN 414000 MEMB 56
FYSEC 414000 MEMB 56
MINSEC 10 MEMB 56
REINF 0 MEMB 56
RHOMN 0.01 MEMB 56
TRACK 0 MEMB 56
DESIGN COLUMN 55 TO 58

D:\Projects\2014 Projects\SILO Design\Footing Design\SILO Design1.anl

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Eastern Trading and Contracting Est.

SILO DESIGN

DESIGNOFMATFOUNDATION

Job No

Software licensed to
Job Title

SILO FOUNDATION DESIGN

EASTERN PRECAST CONCRETE

Print Time/Date: 02/10/2014 09:19

Rev

Part
Ref
By

Client

Sheet No

File

Date

SILO Design1_foundation

STAAD.foundation Release 5.3, build 1001

Chd
Date/Time

02-Oct-2014 09:02

Print Run 1 of 3

Job No

Software licensed to
Job Title

SILO FOUNDATION DESIGN

EASTERN PRECAST CONCRETE

Print Time/Date: 02/10/2014 09:19

Rev

Part
Ref
By

Client

Sheet No

File

Date

SILO Design1_foundation

STAAD.foundation Release 5.3, build 1001

Chd
Date/Time

02-Oct-2014 09:02

Print Run 2 of 3

Job No

Software licensed to
Job Title

SILO FOUNDATION DESIGN

EASTERN PRECAST CONCRETE

Print Time/Date: 02/10/2014 09:19

Rev

Part
Ref
By

Client

Sheet No

File

Date

SILO Design1_foundation

STAAD.foundation Release 5.3, build 1001

Chd
Date/Time

02-Oct-2014 09:02

Print Run 3 of 3

Isolated Footing Design

Page 1 of 8