227268 - Raffles 25,000T Cement Silo - Structural Calculations - ST 09

Project: Raffles 25,000T Cement Silo ST09 Issued for BCA Approval Structural Calculations

Reference: 227268

Prepared for: Mott MacDonald

Revision: 1

20 November 2012

Project 227268 | File 227268 - Raffles 25,000T Cement Silo - Structural Calculations - ST 09.docx | 20 November 2012 |

Revision 1

Document Control Record Document prepared by:

Aurecon New Zealand Limited Level 1, 102 Customhouse Quay Wellington 6011 PO Box 1591 Wellington 6140 New Zealand T F E W

+64 4 472 9589 +64 4 472 9922 [email protected] aurecongroup.com

A person using Aurecon documents or data accepts the risk of: a) Using the documents or data in electronic form without requesting and checking them for accuracy against the original hard

copy version. b) Using the documents or data for any purpose not agreed to in writing by Aurecon.

Report Title ST09 Issued for BCA Approval Structural Calculations

Document ID Project Number 227268

File Path P:\227268 - Raffles Cement Singapore\002-01\Report\ST 09 - Issued for BCA Approval\227268 - Raffles 25,000T Cement Silo - Structural Calculations - ST 09.docx

Client Mott MacDonald Client Contact

Rev Date Revision Details/Status Prepared by Author Verifier Approver

1 20 November 2012 TJH MM/AW TJH GF

Current Revision 1

Approval

Author Signature Approver Signature

Name Name

Title Title


Revision 1

Contents 1. Design Information

1.1 Project Information 1.2 Design Standards 1.3 Loadings

1.3.1 Wind Load 1.3.2 Seismic Load 1.3.3 Load Cases for Silo Storage Structure 1.3.4 Load Cases for Stair Tower, Silo Head House and Under Cone Steelwork

1.4 Materials 1.5 Detailing Guidelines

1.5.1 Silo 1.5.2 Foundations 1.5.3 Steel Beams 1.5.4 Steel Columns 1.5.5 Flooring 1.5.6 Purlins and Rails (Girts)

1.6 Summary of Software and Computer Models 1.6.1 Finite Element Analysis 1.6.2 General Structural Analysis 1.6.3 Design of Reinforced Concrete Sections 1.6.4 Design of Steel Sections

3. Loadings 3.1 Wind Load

3.1.1 Wind Load with Uniform Distribution 3.1.2 Wind Load with Exact Distribution Pattern

3.2 Contents Load 3.2.1 Silo Geometry 3.2.2 Geometrical Parameters of Outer Cell 3.2.3 Geometrical Parameters of Inner Cell 3.2.4 Material Parameters 3.2.5 Basic Load Cases 3.2.6 Combination Load Cases 3.2.7 Loading Tables


Revision 1

7. High Rise Wall Reinforcement Design 7.1 Design Loading

7.1.1 Load Cases for Strength 7.1.2 Load Cases for Serviceability 7.1.3 Thermal Effects 7.1.4 Loading from Eurocode EN 1991:2006 7.1.5 Spreadsheet Output

7.2 Design Actions from Finite Element Model (Strand7) 6 7.2.1 Finite Element Model 6

7.3 Outer Reinforcement: Post Tensioning 7.3.1 Horizontal

7.4 Outer Reinforcement: Passive Reinforcement 7.4.1 Horizontal (Inner and Outer Face) 7.4.2 Vertical 7.4.3 Shear

7.5 Inner Passive Reinforcement 7.5.1 Horizontal 7.5.2 Vertical 7.5.3 Shear

7.6 Tabular and Graphical Output for Design Flow Specified Above 7.7 Outer Wall Section Interaction Diagrams 7.8 Graphical Output, Outer Wall 7.9 Spreadsheet Tabular Output, Outer Wall 7.10 Inner Wall Section Interaction Diagrams 7.11 Graphical Output, Inner Wall 7.12 Spreadsheet Tabular Output, Inner Wall 7.13 Inner Wall Passive Reinforcement Re-Design

9. Main Roof 9.1 Roof Slab Design 9.2 Steel Frames

9.2.1 SPACE GASS Model 9.2.2 Beam and Connection Types

9.3 Pre-cambers 9.4 Design Parameters and Sketches 9.5 Calculation of Cast in Weld Plate Capacity 9.6 Inner Cell Steel Frame LIMCON Output – Connection Design

9.6.1 254 x 137 UB 37 to 838 x 126 UB 225

tony.holden

Typewritten Text


Revision 1

9.7 Outer Cell Steel Frame LIMCON Output – Connection Design 9.7.1 254 x 137 UB 37 to Cast in Weld Plate

9.8 Inner Cell Steel Frame SPACE GASS Output – Member Design 9.9 Outer Cell Steel Frame SPACE GASS Output – Member Design 9.10 Concrete Slab Design - LYSAUGHT BONDEK DESIGN SOFTWARE

10. Under Cone Steelwork 10.1 Column Design

10.1.1 Columns on Level 3 10.1.2 Columns on Level 2 10.1.3 Column on Level 1

10.2 Beam Design 10.2.1 Beams on Level 5 10.2.2 Beams on Level 4 10.2.3 Beams on Level 3 10.2.4 Beams on Level 2 10.2.5 Beams on Level 1 10.2.6 Beams on Ground Level

10.3 Design of the Connections

12. Stair Tower and Bucket Elevator Platform 12.1 Stair Tower

12.1.1 Beam Design 12.1.2 Column Design 12.1.3 Brace Design for Longitudinal Direction 12.1.4 Brace Design for Transverse Direction

12.2 Head House 12.2.1 Beam Design 12.2.2 Column Design 12.2.3 Brace Design

12.3 Bucket Elevator Platform 12.3.1 Brace Design 12.3.2 Design of the Connections to Silo Wall

13. Air Slide Steelwork 13.1 Beam Design 13.2 Trestle

13.2.1 Column Design for Trestle 13.2.2 Brace Design for Trestle

14. Conical Roof Design


Revision 1

1. Design Information

1.1 Project Information Client: Mott MacDonald

Project: Raffles 25,000 Tonne Cement Silo

Discipline: Civil/Structural

Site Location: Singapore

1.2 Design Standards AS 3774:1996 Loads on Bulk Solids Containers

BS 8110: 1997 Structural Use of Concrete

BS 5950-1:2000 Structural Use of Steelwork in Building, Part 1

CP 3: 1972 Code of Basic Data for the Design of Buildings, Chapter V: Part 2: Wind Loads

CP 4: 2003 Singapore Standard. Code of Practice for Foundations

EN 1991-4 EUROCODE 1, Actions on Structures, Part 4: Silos and Tanks

1.3 Loadings

1.3.1 Wind Load

Parameter Value

Basic wind speed (V) 41 m/s

Topography factor (S1) 1.0

Probability factor (S3) 1.0

1.3.2 Seismic Load

Design for seismic loads is not required.

1.3.3 Load Cases for Silo Storage Structure

Primary Load Cases

Load Case Description

1 Self-Weight

2 Superimposed Dead Load

P1-1


Revision 1

3 Platform and Roof Live Load

4 Inner Cell Fill (Initial/Static) Storage

5 Inner Cell Discharge (Flow) Storage

6 Inner Cell Eccentric Discharge (rc=0.25r)



9 Outer Cell Fill (Initial/Static) Storage

10 Outer Cell Discharge (Flow) Storage

11 Outer Cell Eccentric Discharge (rc=0.25r)



14 Final Prestress (After All Immediate and Time Dependent Losses)

Combination Load Cases

Load Combination for Design of Low Rise Wall

Low rise wall is a supporting element for the storage zone. As such, it is designed for gravity loads from the stored material without flow multipliers. The load combination used is:

1.4DL + 1.6Live + 1.4 Inner Cell Initial Storage + 1.4 Outer Cell Initial Storage + 1.0 Final Prestress (after all losses).

Load Combination for Design of Inner Cell Ring Beam

A) Designing Inner Cell Support Beam:

Inner cell support beam at top of the outer cell cone is designed to support horizontal reactions from the inner cell wall and inner cell cone and slip form prior to augmentation of the cross section after erection of the inner cone panels. Therefore, the load combination used is:

1.4DL + 1.6LL

B) Designing Inner Cell Ring Beam:

Inner cell ring beam, in service, is designed to resist horizontal thrust and torsion from inner cell wall. Therefore, the load combination used is:

DL + 1.6 LL + 1.6 Inner Cell Friction + 1.6 Outer Cell Wall Friction

Load Combination for Design of Outer Cell Ring Beam

Outer cell ring beam is a supporting element for the storage zone. As such, it is designed for gravity loads from the stored material without flow multipliers. The load combination used is:

1.4DL + 1.6Live + 1.4 Inner Cell Initial Storage + 1.4 Outer Cell Initial Storage + 1.0 Final Prestress (after all losses).

P1-2


Revision 1

Load Combination for Design of Precast Cone Panels

Precast cone panels are design for the following load combinations:

1.4DL + 1.6LL + 1.6 Inner Cell Initial Storage + 1.6 Outer Cell Initial Storage

1.4DL + 1.6LL + 1.6 Inner Cell Flow + 1.6 Outer Cell Flow

1.4DL + 1.6LL + 1.6 Inner Cell Flow (Outer Cell Empty)

1.4DL + 1.6LL + 1.6 Inner Cell Flow + 1.6 Inner Eccentric Discharge (Outer Cell Empty)

1.4DL + 1.6LL + 1.6 Outer Cell Flow (Inner Cell Empty)

1.4DL + 1.6LL + 1.6 Outer Cell Flow + 1.6 Outer Eccentric Discharge (Inner Cell Empty)

Load Combination for Design of High Rise Wall

A) Designing Outer Wall

1.4DL + 1.6LL + 1.6 Outer Cell Flow + 1.0 Final Prestress (after all losses).

1.4DL + 1.6LL + 1.6 Outer Cell Initial + 1.0 Final Prestress (after all losses).

1.4DL + 1.6LL + 1.6 Outer Cell Flow + 1.6 Inner Cell Flow + 1.0 Final Prestress (after all losses).

1.4DL + 1.6LL + 1.6 Outer Cell Initial + 1.6 Inner Cell Initial + 1.0 Final Prestress (after all losses).

1.4DL + 1.6LL + 1.6 Outer Cell Eccentric Discharge (with flow channel radius being the inner/outer wall distance) + 1.6 Inner Cell Flow + 1.0 Final Prestress (after all losses).

B) Designing Inner Wall

1.4DL + 1.6LL + 1.6 Inner Cell Flow

1.4DL + 1.6LL (roof) + 1.6 Inner Cell Initial

1.4DL + 1.6LL (roof) + 1.6 Inner Cell Flow + 1.6 outer Cell Flow

1.4DL + 1.6LL (roof) + 1.6 Inner Cell Initial + 1.6 Outer Cell Initial

1.4DL + 1.6LL (roof) + 1.6 Inner Cell Eccentric Discharge (no opposing force from outer cell)

1.4DL + 1.6LL + 1.6 Outer Cell Flow (Inner Cell Empty)

1.4DL + 1.6LL + 1.6 Outer Cell Flow + 1.6 Outer Eccentric Discharge (Inner Cell Empty)

1.3.4 Load Cases for Stair Tower, Silo Head House and Under Cone Steelwork

Primary Load Cases


1 Dead Load

Structure self-weight

Equipment dead load including bins

2 Imposed Loads

P1-3


Revision 1

Floor walkway load including dust (5kPa)

Equipment load (as nominated on mechanical drawings)

3 Wind Loads (V=41 m/s)

Combination Load Cases


General Load Combination

4 1.4 Dead + 1.6 Imposed

Load Combination for External Members Exposed to Wind Load Only

5 1.2 Dead + 1.2 Imposed + 1.2 East/West Wind

6 1.2 Dead + 1.2 Imposed + 1.2 North/South Wind

7 1.4 Dead + 1.4 East/West Wind

8 1.4 Dead + 1.4 North/South Wind

9 1.0 Dead + 1.4 East/West Wind

10 1.0 Dead + 1.4 North/West Wind

1.4 Materials Concrete C40 (cube strength) for cast in-situ structural concrete

C50 (cube strength) for precast panels

Reinforcement Deformed bar type 2, fy = 460 MPa

Structural Steel Grade 275

Prestressing - 12.7 mm diameter 7 wire super grade, low relaxation strand

- Ultimate tensile strength of strand = 1840 MPa

- Maximum jacking force = 0.75 x characteristic strength of tendon (min breaking load)

- Assumed anchor friction loss = 2%

- Assumed anchorage draw in = 6 mm

- Assumed duct friction coefficient = 0.2

- Assumed duct profile coefficient = 0.0025

1.5 Detailing Guidelines

1.5.1 Silo

Loads on the silo to be developed using EN 1991-4.

P1-4


Revision 1

Material stored in the silo is cement, and material parameters for design are as listed below:

Parameter Value

Design Density 1600 kg/m3

Angle of Repose 0 degrees

Angle of Internal Friction 25 to 37 degrees

Angle of Wall Friction 0.48 to 0.55 (for Wall Type D3)

Vertical Pressure Multiplier 0.45 to 0.65

Specific design criteria: Design considers the thermal gradients due to contents temperature of 90ᵒC and a coexisting

minimum external ambient temperature of 20ᵒC. Design considers the effects of eccentric discharge from one outlet at any one time in

accordance with the methods introduced in EN 1991-4 Design considers the simultaneous discharge from the inner and outer cells The silo is founded on 36 1400dia bored piles with a working load capacity of 1177 tonnes

each.

1.5.2 Foundations

Pad footings generally to be founded on 20MPa (cube strength) blinding concrete.

1.5.3 Steel Beams

Major support beams and beams supporting vibrating loads shall have bolted end plate connections.

Minor beams may utilise fin plate connections. Refer standard fabrication drawings for typical details.

1.5.4 Steel Columns

Girts or rails not to be considered as effective buckling restraints for heavily loaded columns. Columns to be designed for floor beam reactions applied at 50mm eccentricity and 5% accidental

eccentricity in the direction with no beam attached. Refer standard fabrication drawings for typical splice and base plate details.

1.5.5 Flooring

Floor Grating Grating type is webforge C325MPG. Grating weight is 34.2 kg/m2. Maximum clear span between support beam flanges is 1500mm.

Steel Plate 6mm thick, maximum span 1000mm. Plates to be screw fixed to support beams by diameter 6 countersunk screws at 300mm

maximum centres. Screw fixed plate not to be considered effective as a lateral restraint to supporting beams.

1.5.6 Purlins and Rails (Girts)

Maximum spacing to be 1500mm

P1-5


Revision 1

1.6 Summary of Software and Computer Models

1.6.1 Finite Element Analysis

STRAND 7: Finite Element Analysis System, Release 2.4.4

1.6.2 General Structural Analysis

ETABS 9: Extended 3D Analysis of Building Systems, Nonlinear version 9.7.3

SAP 2000: Structural Analysis Program, version 15.0.1

1.6.3 Design of Reinforced Concrete Sections

GenCol: Analysis of Reinforced Concrete Column

Local spread sheets for design of concrete sections

1.6.4 Design of Steel Sections

Local spread sheets for design of concrete sections (based on BS 5950-1: 2000)

P1-6

Project 227268 | File 227268 - Raffles 25,000T Cement Silo - Structural Calculations - ST 09.docx | 20 November 2012 | Revision 1

3. Loadings 3.1 Wind Load

3.1.1 Wind Load with Uniform Distribution

3.1.2 Wind Load with Exact Distribution Pattern

3.2 Contents Load 3.2.1 Silo Geometry

3.2.2 Geometrical Parameters of Outer Cell

3.2.3 Geometrical Parameters of Inner Cell

3.2.4 Material Parameters

3.2.5 Basic Load Cases

3.2.6 Combination Load Cases

3.2.7 Loading Tables


Revision 1

7. High Rise Wall Reinforcement Design 7.1 Design Loading

7.1.1 Load Cases for Strength

7.1.2 Load Cases for Serviceability

7.1.3 Thermal Effects

7.1.4 Loading from Eurocode EN 1991:2006

7.1.5 Spreadsheet Output

7.2 Design Actions from Finite Element Model (Strand7) 6 7.2.1 Finite Element Model 6

7.3 Outer Reinforcement: Post Tensioning 7.3.1 Horizontal

7.4 Outer Reinforcement: Passive Reinforcement 7.4.1 Horizontal (Inner and Outer Face)

7.4.2 Vertical

7.4.3 Shear

7.5 Inner Passive Reinforcement 7.5.1 Horizontal

7.5.2 Vertical

7.5.3 Shear

7.6 Tabular and Graphical Output for Design Flow Specified Above 7.7 Outer Wall Section Interaction Diagrams 7.8 Graphical Output, Outer Wall 7.9 Spreadsheet Tabular Output, Outer Wall 7.10 Inner Wall Section Interaction Diagrams 7.11 Graphical Output, Inner Wall 7.12 Spreadsheet Tabular Output, Inner Wall

7.13 Inner Wall Passive Reinforcement Re-Design

Project 227268 | File 227268 - Raffles 25,000T Cement Silo - HRW Calculations.docx | 30 March 2012 | Revision 0 | Page

2

7. High Rise Wall Reinforcement Design

7.1 Design Loading

7.1.1 Load Cases for Strength

Load cases considered for strength (ULS) for the high rise wall include:

Immediately after emptying with maximum post‐tension (PT TRANSFER) and maximum thermal

gradient

Immediately after emptying with minimum post‐tension (PT FINAL) and maximum thermal

gradient

Silo under discharge loads with Eccentric Discharge as defined in EN 1991:2006 and max

thermal gradient

Of these load cases, the eccentric discharge load case is governing due to the high moments

generated by the flow channel case. This load case is more critical than loads calculated from AS

3774 and greater than thermally induced moments alone.

7.1.2 Load Cases for Serviceability

The serviceability criterion for the high rise wall is based on controlling the width of cracks that occur

in the high rise wall. The serviceability load case under consideration does not include moments

generated from eccentric discharge loading, as under normal operation eccentric discharge loads

should not occur. In this case, cracks will not occur as the minimum post tension is significantly

higher than any hoop tension forces that occur, keeping the wall section in permanent compression.

7.1.3 Thermal Effects

Assume the following formula (French code) for the thermal gradient above the silo contents (or for

the situation immediately after emptying

∆h

h 0.35∆

Assume the following formula for the thermal gradient in the wall below the silo contents

∆0.08

104 0.08h∆

P7-1


3

Ambient Temp 20

Internal (Contents) Temp 90

Outer Wall Thermal Gradient (silo empty)

17

Outer Wall Thermal Gradient (silo full) 38

Inner Wall Thermal Gradient (silo empty)

15

Inner Wall Thermal Gradient (silo full) 35 Table: Temperatures used in calculation of thermal gradient and thermal gradient values

The maximum thermally induced horizontal moment occurs with maximum axial compressive force

(PTTransfer for external wall, and 0 for internal wall) and zero other bending moment demand. This

thermal moment is 192 kNm for the external wall, and 103 kNm for the inner wall.

As the horizontal capacities of the wall are everywhere greater than these values, this load case is

acceptable for ULS.

7.1.4 Loading from Eurocode EN 1991:2006

The design loading applied to the high rise wall for the outer and inner cells has been calculated

using EN 1991:2006. This specifies loads falling into the following categories:

Filling Pressure

o Normal Pressure on the wall (varies with height)

o Vertical Traction on the wall (varies with height)

Discharge Pressure

o Normal Pressure on the wall (varies with height)

o Vertical Traction on the wall (varies with height)

Eccentric Discharge Pressure, where a flow channel forms inside the silo

o Normal Pressure on the wall (varies around the wall and with height)

o Vertical Traction on the wall (varies around the wall and with height)

The critical design case for the outer and inner cell high rise wall is the eccentric discharge case,

where a flow channel forms against the silo wall. The wall pressures and tractions depend on the

flow channel radius, and EN 1991 specifies that 3 radii of be considered: 0.25rsilo, 0.4rsilo, and 0.6rsilo.

The outer cell of the silo is an annulus, not a complete cylinder as given in the code. In this case, rsilo

has been taken to be the distance between the inner and outer walls of the outer cell. The

circumferential distance over which the eccentric loads are applied (the angle θc from EN 1991) have

also been adjusted to reflect the geometry of the annulus (a decrease from the angles for the

‘normal’ concentric case.)

The design actions have been calculated using a spreadsheet which implements the equations given

in EN 1991. The figures below shows the definition of the variables in the spreadsheet from EN 1991

P7-2


4

and sample output for the normal pressures against the silo wall for a flow channel case (Phae, Phce,

and Phse)

Figure: Variable definitions from EN 1991 (Upper figure: filling or discharge loads. Lower figure:

Flow Channel Load Case. Annular situation has been adapted from this figure)

Figure: Representative Spreadsheet graphical output for the loads Phae, Phce, and Phse

0102030405060708090

100110120130140150160

0 10 20 30 40 50 60 70

Pressure (kPa)

Depth Below Effective Surface (m)

Eccecntric Discharge PressuresPhaePhcePhsePhf (trend)Phe (trend)Poly. (Phse)

P7-3


5

7.1.5 Spreadsheet Output

The following pages contain full output from the loading spreadsheets.

P7-4


6

7.2 Design Actions from Finite Element Model (Strand7)

7.2.1 Finite Element Model

The silo has been modelled in the finite element analysis software Strand7. The loads calculated in

the previous section have been applied to the model which is shown in the Figure below.

Figure: Strand7 Model of Silo

To determine the design actions on the silo, the following process has been undertaken:

Select all plate elements forming the inner and outer high rise walls

Export the design actions for the governing load case (eccentric discharge, 0.6rsilo) to a

spreadsheet

Graph the results for the entire set of plate elements to visually inspect the design loads

Divide the outer and inner high rise wall into 61 vertical sections or slices

Determine the critical design actions for each vertical slice

o Maximum flexural moments (destabilising)

o Maximum hoop tension forces (destabilising)

P7-19


7

o Minimum vertical compression forces (stabilising due to effect on interaction

diagram)

Incorporate critical design actions into design spreadsheet for each of the vertical slices

It is noted that the design actions vary around the wall of the silo due to the presence of the flow

channel in one area, and the critical values of each parameter (moment, axial load) may not occur

together as has been assumed. The approach is conservative as the critical design actions for the

entire wall are selected, without reference to circumferential location.

This approach also ensures that the maximum design action is chosen without the need to visually

interpret the coloured contours of the Strand7 model graphical user interface.

The following pages contain graphical output. Full tabular output is impractical to reproduce in print

form.

P7-20


8

7.3 Outer Reinforcement: Post Tensioning

7.3.1 Horizontal

The design of the outer wall post tension is governed by the need to maintain compression in the

wall section under the hoop tension forces generated by the cement loading, and by the increase in

the wall section moment capacity due to the compressive force.

In all cases the factored hoop tension loads on the outer high rise wall are less than 60% of PT FINAL.

Maximum Hoop Tension Post Tension Final Net Compression Distance Above Beam

1.865 MN 3.16 MN 3.0 MPa 6.06 m

Table: Comparison of Maximum Factored Hoop Tension Force and Post Tension Force

P7-31

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

P7-55.1

P7-55.2

RAFFLES SILO POST TENSION STRAND7 MODEL SCREEN SHOTS 1/2 226542 AW

Figure: Entire Strand7 model showing deflected shape (colour gradient is plate axial force) the model is of the high rise wall only, with full fixity at top and bottom

Figure: Strand7 model showing close up of base (with deflections)

P7-55.3

RAFFLES SILO POST TENSION STRAND7 MODEL SCREEN SHOTS 2/2 226542 AW

Figure: Strand7 model with wall elements cut away to show tendons (spaced at actual spacing)

Figure: Strand7 model showing close up of the tendons and the pinned links fixing them to wall element vertices

P7-55.4

P7-55.5

P7-55.6

Geometry Concrete properties Steel propertiesBw 1000 Ec 27898 Es 2.00E+05Lw 425 cu -0.003000 fy 460d' 395 f'c 40d 30 1 0.85 Reduction factor

1 0.77 0.87

D20 @ 150 D 20 @ 175 D 20 @ 200P Mn(P*) P Mn(P*) P Mn(P*)

-300 364 -300 322 500 148-400 381 -400 340 0 238-500 399 -500 357 -500 326-600 416 -600 375 -1000 412-700 433 -700 392 -1500 494-800 450 -800 409 -2000 569-900 467 -900 426 -2500 638-1000 484 -1000 443 -3000 699-1100 501 -1100 460 -3500 752-1200 517 -1200 476 -4000 796-1300 533 -1300 493 -4500 831-1400 549 -1400 509 -5000 855-1500 565 -1500 524 -5500 851-1600 581 -1600 540 -6000 844-1700 596 -1700 555 -6500 834-1800 611 -1800 570 -7000 819-1900 626 -1900 585 -7500 799

D 25 @ 200 D 16 @ 200P Mn(P*) P Mn(P*)

-300 411 500 63-400 428 0 157-500 445 -500 248-600 462 -1000 336-700 479 -1500 419-800 496 -2000 495-900 513 -2500 563-1000 529 -3000 624-1100 546 -3500 676-1200 562 -4000 720-1300 578 -4500 754-1400 594 -5000 780-1500 609 -5500 782-1600 625 -6000 781-1700 640 -6500 774-1800 655 -7000 762-1900 669 -7500 743

REINFORCED CONCRETE SECTION INTERACTION TABLES

1000mm wide * 425mm deep WALL SECTION

30mm cover to longitudinal reinforcement

P7-55.7

-16000

-14000

-12000

-10000

-8000

-6000

-4000

-2000

0

2000

4000

0 200 400 600 800 1000

Axi

al c

apac

ity

Nn

(kN

m)

Bending capacity Mn (kNm)

Interaction Diagram, D20 @ 200

-16000

-14000

-12000

-10000

-8000

-6000

-4000

-2000

0

2000

0 200 400 600 800 1000

Axi

al c

apac

ity

Nn

(kN

m)


Interaction Diagram D16 @ 200

P7-55.8

P7-55.9

D HORIZONTAL STEEL HORIZONTAL STEEL

Post Tension Strand Force After Losses (N) 79,000 24.526

TENSION INNER FACE TENSION OUTER FACE

Vertical nominal R.L. Height Strands Spacing PT Force PT Force DEMAND CAPACITY Reo Schedule DEMAND CAPACITY Reo Schedule

Section m Increment mm Final in N/m Initial in N/m YY Moment YY Moment

(from Strand7) (from Strand7)

1 0.000 0.865 17.000 425 ‐3,160,000 ‐4,320,000 84,800 802,999 20 @ 200 40,900 802,999 20 @ 200

2 0.865 0.865 17.000 425 ‐3,160,000 ‐4,320,000 42,100 802,999 20 @ 200 ‐7,350 802,999 20 @ 200

3 1.730 0.865 17.000 425 ‐3,160,000 ‐4,320,000 ‐5,630 802,999 20 @ 200 ‐18,200 802,999 20 @ 200

4 2.596 0.865 17.000 425 ‐3,160,000 ‐4,320,000 ‐13,600 802,999 20 @ 200 ‐23,800 802,999 20 @ 200

5 3.461 0.865 17.000 425 ‐3,160,000 ‐4,320,000 ‐9,370 802,999 20 @ 200 ‐23,500 802,999 20 @ 200

6 4.326 0.865 17.000 425 ‐3,160,000 ‐4,320,000 ‐5,740 802,999 20 @ 200 ‐18,600 802,999 20 @ 200

7 5.191 0.865 17.000 425 ‐3,160,000 ‐4,320,000 977 802,999 20 @ 200 ‐11,900 802,999 20 @ 200

8 6.057 0.865 17.000 425 ‐3,160,000 ‐4,320,000 5,540 802,999 20 @ 200 ‐8,320 802,999 20 @ 200

9 6.922 0.865 17.000 425 ‐3,160,000 ‐4,320,000 6,930 802,999 20 @ 200 ‐3,760 802,999 20 @ 200

10 7.787 0.865 17.000 425 ‐3,160,000 ‐4,320,000 8,360 802,999 20 @ 200 ‐1,920 802,999 20 @ 200

11 8.652 0.865 17.000 450 ‐2,984,444 ‐4,080,000 8,760 771,588 20 @ 200 ‐1,130 771,588 20 @ 200

12 9.518 0.865 17.000 450 ‐2,984,444 ‐4,080,000 8,900 771,588 20 @ 200 ‐814 771,588 20 @ 200

13 10.383 0.865 17.000 450 ‐2,984,444 ‐4,080,000 9,340 771,588 20 @ 200 ‐495 771,588 20 @ 200

14 11.248 0.865 17.000 450 ‐2,984,444 ‐4,080,000 9,500 771,588 20 @ 200 199 771,588 20 @ 200

15 12.113 0.865 17.000 450 ‐2,984,444 ‐4,080,000 9,370 771,588 20 @ 200 107 771,588 20 @ 200

16 12.979 0.865 17.000 450 ‐2,984,444 ‐4,080,000 9,160 771,588 20 @ 200 ‐318 771,588 20 @ 200

17 13.844 0.865 17.000 450 ‐2,984,444 ‐4,080,000 8,700 771,588 20 @ 200 ‐776 771,588 20 @ 200

18 14.709 0.865 17.000 450 ‐2,984,444 ‐4,080,000 8,260 771,588 20 @ 200 ‐988 771,588 20 @ 200

19 15.574 0.865 17.000 450 ‐2,984,444 ‐4,080,000 8,060 771,588 20 @ 200 ‐1,380 771,588 20 @ 200

20 16.440 0.865 17.000 450 ‐2,984,444 ‐4,080,000 7,700 771,588 20 @ 200 ‐1,680 771,588 20 @ 200

21 17.305 0.865 17.000 475 ‐2,827,368 ‐3,865,263 7,470 743,483 20 @ 200 ‐1,770 743,483 20 @ 200

22 18.170 0.865 17.000 475 ‐2,827,368 ‐3,865,263 7,610 743,483 20 @ 200 ‐1,750 743,483 20 @ 200

23 19.035 0.865 17.000 475 ‐2,827,368 ‐3,865,263 8,280 743,483 20 @ 200 ‐1,180 743,483 20 @ 200

24 19.901 0.865 17.000 475 ‐2,827,368 ‐3,865,263 8,590 743,483 20 @ 200 ‐225 743,483 20 @ 200

25 20.766 0.865 17.000 475 ‐2,827,368 ‐3,865,263 8,720 743,483 20 @ 200 ‐70 743,483 20 @ 200

26 21.631 0.865 17.000 475 ‐2,827,368 ‐3,865,263 8,600 743,483 20 @ 200 ‐316 743,483 20 @ 200

27 22.496 0.865 17.000 475 ‐2,827,368 ‐3,865,263 8,280 743,483 20 @ 200 ‐485 743,483 20 @ 200

28 23.362 0.865 17.000 475 ‐2,827,368 ‐3,865,263 8,110 743,483 20 @ 200 ‐832 743,483 20 @ 200

29 24.227 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,760 718,188 20 @ 200 ‐1,170 718,188 20 @ 200

30 25.092 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,430 718,188 20 @ 200 ‐1,330 718,188 20 @ 200

31 25.957 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,280 718,188 20 @ 200 ‐1,570 718,188 20 @ 200

32 26.823 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,270 718,188 20 @ 200 ‐1,580 718,188 20 @ 200

33 27.688 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,540 718,188 20 @ 200 ‐1,090 718,188 20 @ 200

34 28.553 0.865 17.000 500 ‐2,686,000 ‐3,672,000 8,160 718,188 20 @ 200 ‐582 718,188 20 @ 200

35 29.418 0.865 17.000 500 ‐2,686,000 ‐3,672,000 8,260 718,188 20 @ 200 ‐113 718,188 20 @ 200

36 30.284 0.865 17.000 500 ‐2,686,000 ‐3,672,000 8,120 718,188 20 @ 200 ‐215 718,188 20 @ 200

37 31.149 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,980 718,188 20 @ 200 ‐480 718,188 20 @ 200

38 32.014 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,730 718,188 20 @ 200 ‐687 718,188 20 @ 200

39 32.879 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,580 718,188 20 @ 200 ‐752 718,188 20 @ 200

40 33.745 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,530 718,188 20 @ 200 ‐817 718,188 20 @ 200

41 34.610 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,510 718,188 16 @ 200 ‐823 718,188 16 @ 200

42 35.475 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,520 718,188 16 @ 200 ‐805 718,188 16 @ 200

43 36.340 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,560 718,188 16 @ 200 ‐786 718,188 16 @ 200

44 37.206 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,590 718,188 16 @ 200 ‐745 718,188 16 @ 200

45 38.071 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,590 718,188 16 @ 200 ‐738 718,188 16 @ 200

46 38.936 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,560 718,188 16 @ 200 ‐837 718,188 16 @ 200

47 39.801 0.865 17.000 500 ‐2,686,000 ‐3,672,000 7,360 718,188 16 @ 200 ‐1,150 718,188 16 @ 200

48 40.667 0.865 17.000 600 ‐2,238,333 ‐3,060,000 6,900 638,089 16 @ 200 ‐1,420 638,089 16 @ 200

49 41.532 0.865 17.000 600 ‐2,238,333 ‐3,060,000 6,540 638,089 16 @ 200 ‐2,190 638,089 16 @ 200

50 42.397 0.865 17.000 600 ‐2,238,333 ‐3,060,000 5,690 638,089 16 @ 200 ‐2,980 638,089 16 @ 200

51 43.262 0.865 17.000 600 ‐2,238,333 ‐3,060,000 5,120 638,089 16 @ 200 ‐3,130 638,089 16 @ 200

52 44.127 0.865 17.000 600 ‐2,238,333 ‐3,060,000 5,970 638,089 16 @ 200 ‐2,870 638,089 16 @ 200

53 44.993 0.865 17.000 800 ‐1,678,750 ‐2,295,000 7,240 537,965 16 @ 200 ‐1,590 537,965 16 @ 200

54 45.858 0.865 17.000 800 ‐1,678,750 ‐2,295,000 6,810 537,965 16 @ 200 ‐154 537,965 16 @ 200

55 46.723 0.865 17.000 800 ‐1,678,750 ‐2,295,000 5,880 537,965 16 @ 200 ‐1,960 537,965 16 @ 200

56 47.588 0.865 17.000 800 ‐1,678,750 ‐2,295,000 4,830 537,965 16 @ 200 ‐2,330 537,965 16 @ 200

57 48.454 0.865 17.000 1,000 ‐1,343,000 ‐1,836,000 5,520 477,890 16 @ 200 ‐1,320 477,890 16 @ 200

58 49.319 0.865 17.000 1,000 ‐1,343,000 ‐1,836,000 5,030 477,890 16 @ 200 ‐2,320 477,890 16 @ 200

59 50.184 0.865 17.000 1,000 ‐1,343,000 ‐1,836,000 147 477,890 16 @ 200 ‐6,990 477,890 16 @ 200

60 51.049 0.865 17.000 1,000 ‐1,343,000 ‐1,836,000 ‐3,810 477,890 16 @ 200 ‐7,850 477,890 16 @ 200

61 51.915 0.865 17.000 1,000 ‐1,343,000 ‐1,836,000 26,100 477,890 16 @ 200 ‐1,080 477,890 16 @ 200

P7-55.10

tony.holden

Typewritten Text

Note: The tabulated horizontal steel assumed below (T16@200c/s - T20@200c/s) is far less than the reinforcing required for the silo under the in-service design loads.

VERTICAL STEEL VERTICAL STEEL

29,692 TENSION INNER FACE TENSION OUTER FACE

29,692

Vertical Force DEMAND CAPACITY Reo Schedule DEMAND CAPACITY Reo Schedule

1.0 SW YY Moment YY Moment


‐1,811,193 210,000 498,658 16 @ 200 415,000 498,658 16 @ 200

‐1,781,501 ‐28,700 493,062 16 @ 200 211,000 493,062 16 @ 200

‐1,751,810 ‐82,700 487,467 16 @ 200 ‐28,200 487,467 16 @ 200

‐1,722,118 ‐112,000 481,871 16 @ 200 ‐105,000 481,871 16 @ 200

‐1,692,426 ‐112,000 476,275 16 @ 200 ‐86,200 476,275 16 @ 200

‐1,662,735 ‐88,100 470,679 16 @ 200 ‐68,500 470,679 16 @ 200

‐1,633,043 ‐53,000 465,084 16 @ 200 ‐35,400 465,084 16 @ 200

‐1,603,351 ‐37,300 459,488 16 @ 200 ‐13,000 459,488 16 @ 200

‐1,573,660 ‐14,900 453,892 16 @ 200 ‐6,190 453,892 16 @ 200

‐1,543,968 ‐3,770 448,297 16 @ 200 702 448,297 16 @ 200

‐1,514,276 ‐1,170 442,701 16 @ 200 2,630 442,701 16 @ 200

‐1,484,585 758 437,105 16 @ 200 3,360 437,105 16 @ 200

‐1,454,893 2,820 431,509 16 @ 200 6,620 431,509 16 @ 200

‐1,425,201 4,840 425,914 16 @ 200 7,840 425,914 16 @ 200

‐1,395,509 5,350 420,318 16 @ 200 7,190 420,318 16 @ 200

‐1,365,818 3,150 414,722 16 @ 200 6,170 414,722 16 @ 200

‐1,336,126 807 409,126 16 @ 200 3,810 409,126 16 @ 200

‐1,306,434 ‐280 403,531 16 @ 200 1,570 403,531 16 @ 200

‐1,276,743 ‐2,260 397,935 16 @ 200 550 397,935 16 @ 200

‐1,247,051 ‐3,830 392,339 16 @ 200 ‐1,270 392,339 16 @ 200

‐1,217,359 ‐4,260 386,743 16 @ 200 ‐2,400 386,743 16 @ 200

‐1,187,668 ‐4,210 381,148 16 @ 200 ‐1,550 381,148 16 @ 200

‐1,157,976 ‐3,330 375,552 16 @ 200 2,860 375,552 16 @ 200

‐1,128,284 1,180 369,956 16 @ 200 4,770 369,956 16 @ 200

‐1,098,593 3,740 364,360 16 @ 200 5,520 364,360 16 @ 200

‐1,068,901 2,500 358,765 16 @ 200 4,990 358,765 16 @ 200

‐1,039,209 1,660 353,169 16 @ 200 3,410 353,169 16 @ 200

‐1,009,517 ‐75 347,573 16 @ 200 2,540 347,573 16 @ 200

‐979,826 ‐1,770 341,977 16 @ 200 822 341,977 16 @ 200

‐950,134 ‐2,580 336,382 16 @ 200 ‐823 336,382 16 @ 200

‐920,442 ‐3,760 330,786 16 @ 200 ‐1,520 330,786 16 @ 200

‐890,751 ‐3,820 325,190 16 @ 200 ‐1,410 325,190 16 @ 200

‐861,059 ‐3,090 319,594 16 @ 200 289 319,594 16 @ 200

‐831,367 964 313,999 16 @ 200 4,370 313,999 16 @ 200

‐801,676 2,800 308,403 16 @ 200 4,980 308,403 16 @ 200

‐771,984 2,700 302,807 16 @ 200 4,360 302,807 16 @ 200

‐742,292 1,390 297,211 16 @ 200 3,710 297,211 16 @ 200

‐712,601 385 291,616 16 @ 200 2,490 291,616 16 @ 200

‐682,909 69 286,020 16 @ 200 1,730 286,020 16 @ 200

‐653,217 ‐228 280,424 16 @ 200 1,540 280,424 16 @ 200

‐623,526 ‐248 274,829 16 @ 200 1,460 274,829 16 @ 200

‐593,834 ‐125 269,233 16 @ 200 1,540 269,233 16 @ 200

‐564,142 ‐14 263,637 16 @ 200 1,780 263,637 16 @ 200

‐534,450 193 258,041 16 @ 200 1,970 258,041 16 @ 200

‐504,759 308 252,446 16 @ 200 1,970 252,446 16 @ 200

‐475,067 ‐137 246,850 16 @ 200 1,850 246,850 16 @ 200

‐445,375 ‐1,650 241,254 16 @ 200 943 241,254 16 @ 200

‐415,684 ‐2,970 235,658 16 @ 200 ‐1,300 235,658 16 @ 200

‐385,992 ‐6,690 230,063 16 @ 200 ‐3,010 230,063 16 @ 200

‐356,300 ‐10,500 224,467 16 @ 200 ‐6,520 224,467 16 @ 200

‐326,609 ‐11,300 218,871 16 @ 200 ‐9,600 218,871 16 @ 200

‐296,917 ‐10,000 213,275 16 @ 200 ‐3,820 213,275 16 @ 200

‐267,225 ‐5,360 207,680 16 @ 200 6,010 207,680 16 @ 200

‐237,534 2,830 202,084 16 @ 200 4,790 202,084 16 @ 200

‐207,842 ‐5,980 196,488 16 @ 200 ‐160 196,488 16 @ 200

‐178,150 ‐7,860 190,892 16 @ 200 ‐2,900 190,892 16 @ 200

‐148,458 ‐4,160 185,297 16 @ 200 3,570 185,297 16 @ 200

‐118,767 ‐8,550 179,701 16 @ 200 2,870 179,701 16 @ 200

‐89,075 ‐32,000 174,105 16 @ 200 ‐8,420 174,105 16 @ 200

‐59,383 ‐36,100 168,509 16 @ 200 ‐31,900 168,509 16 @ 200

‐29,692 ‐1,140 162,914 16 @ 200 124,000 162,914 16 @ 200

P7-55.11

RAFFLES SILO POST TENSION LOAD CASE (PT INITIAL * 1.0) 7/09/2012

UPPER GRAPH SHOWS HORIZONTAL MOMENT GENERATED BY THE PT FORCES

LOWER GRAPH SHOWS VERTICAL MOMENT GENERATED BY THE PT FORCES

CAPACITIES SHOWN ARE FROM THE ATTACHED SPREADSHEET

‐1,000,000

‐800,000

‐600,000

‐400,000

‐200,000

0

200,000

400,000

600,000

800,000

1,000,000

0 5 10 15 20 25 30 35 40 45 50 55 60

Ben

ding Moment (Horizontal, N.m

)

Height up High Rise Wall (m)

Horizontal Post Tensioning Moment

‐500,000

‐250,000

0

250,000

500,000

0 3 5 8 10 13 15 18 20 23 25 28 30 33 35 38 40 43 45 48 50 53 55

Ben

ding Moment (Vertical, N.m

)


Vertical Post Tensioning Moment

P7-55.12

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

The resulting horizontal and vertical demands are shown below to be small.

h 425 SHEAR STEEL

d 359

fcu 40

min (0.8*sqrt(fcu), 5N/mm^2) 0.713 Table 3.9 Table 3.9

MOMENT DEMAND SHEAR DEMANDSHEAR

DEMANDAs 100*As/(bv*d) 400/d (400/d)^(1/4) vc V*h/M v'c Clause

Nm/m N/m in Mpa limited to <=3 limited to >=1 limited to <=1 3.4.5.12

(from Strand7)

415,000 561,000 1.563 1,005.310 0.3 1.11 1.03 0.50 0.57 1.59 v'c > v

211,000 407,000 1.134 1,005.310 0.3 1.11 1.03 0.50 0.82 2.05 v'c > v

28,200 168,000 0.468 1,005.310 0.3 1.11 1.03 0.50 1.00 2.39 v'c > v

105,000 29,300 0.082 1,005.310 0.3 1.11 1.03 0.50 0.12 0.72 v'c > v

86,200 40,800 0.114 1,005.310 0.3 1.11 1.03 0.50 0.20 0.88 v'c > v

68,500 42,800 0.119 1,005.310 0.3 1.11 1.03 0.50 0.27 1.00 v'c > v

35,400 39,600 0.110 1,005.310 0.3 1.11 1.03 0.50 0.48 1.40 v'c > v

13,000 33,600 0.094 1,005.310 0.3 1.11 1.03 0.50 1.00 2.39 v'c > v

6,190 19,300 0.054 1,005.310 0.3 1.11 1.03 0.50 1.00 2.39 v'c > v

702 7,770 0.022 1,005.310 0.3 1.11 1.03 0.50 1.00 2.39 v'c > v

2,630 4,070 0.011 1,005.310 0.3 1.11 1.03 0.50 0.66 1.67 v'c > v

3,360 2,190 0.006 1,005.310 0.3 1.11 1.03 0.50 0.28 0.99 v'c > v

6,620 4,660 0.013 1,005.310 0.3 1.11 1.03 0.50 0.30 1.03 v'c > v

7,840 4,320 0.012 1,005.310 0.3 1.11 1.03 0.50 0.23 0.92 v'c > v

7,190 2,020 0.006 1,005.310 0.3 1.11 1.03 0.50 0.12 0.71 v'c > v

6,170 2,690 0.007 1,005.310 0.3 1.11 1.03 0.50 0.19 0.83 v'c > v

3,810 2,690 0.007 1,005.310 0.3 1.11 1.03 0.50 0.30 1.03 v'c > v

1,570 2,500 0.007 1,005.310 0.3 1.11 1.03 0.50 0.68 1.71 v'c > v

550 2,210 0.006 1,005.310 0.3 1.11 1.03 0.50 1.00 2.29 v'c > v

1,270 2,050 0.006 1,005.310 0.3 1.11 1.03 0.50 0.69 1.73 v'c > v

2,400 1,360 0.004 1,005.310 0.3 1.11 1.03 0.50 0.24 0.91 v'c > v

1,550 2,790 0.008 1,005.310 0.3 1.11 1.03 0.50 0.77 1.79 v'c > v

2,860 5,740 0.016 1,005.310 0.3 1.11 1.03 0.50 0.85 1.94 v'c > v

4,770 5,640 0.016 1,005.310 0.3 1.11 1.03 0.50 0.50 1.35 v'c > v

5,520 702 0.002 1,005.310 0.3 1.11 1.03 0.50 0.05 0.59 v'c > v

4,990 1,720 0.005 1,005.310 0.3 1.11 1.03 0.50 0.15 0.75 v'c > v

3,410 1,830 0.005 1,005.310 0.3 1.11 1.03 0.50 0.23 0.88 v'c > v

2,540 1,840 0.005 1,005.310 0.3 1.11 1.03 0.50 0.31 1.02 v'c > v

822 1,820 0.005 1,005.310 0.3 1.11 1.03 0.50 0.94 2.01 v'c > v

823 1,760 0.005 1,005.310 0.3 1.11 1.03 0.50 0.91 1.96 v'c > v

1,520 1,330 0.004 1,005.310 0.3 1.11 1.03 0.50 0.37 1.10 v'c > v

1,410 2,290 0.006 1,005.310 0.3 1.11 1.03 0.50 0.69 1.61 v'c > v

289 5,040 0.014 1,005.310 0.3 1.11 1.03 0.50 1.00 2.11 v'c > v

4,370 4,950 0.014 1,005.310 0.3 1.11 1.03 0.50 0.48 1.27 v'c > v

4,980 2,120 0.006 1,005.310 0.3 1.11 1.03 0.50 0.18 0.79 v'c > v

4,360 1,250 0.003 1,005.310 0.3 1.11 1.03 0.50 0.12 0.69 v'c > v

3,710 1,360 0.004 1,005.310 0.3 1.11 1.03 0.50 0.16 0.75 v'c > v

2,490 1,250 0.003 1,005.310 0.3 1.11 1.03 0.50 0.21 0.84 v'c > v

1,730 759 0.002 1,005.310 0.3 1.11 1.03 0.50 0.19 0.80 v'c > v

1,540 289 0.001 1,005.310 0.3 1.11 1.03 0.50 0.08 0.63 v'c > v

1,460 134 0.000 1,005.310 0.3 1.11 1.03 0.50 0.04 0.56 v'c > v

1,540 206 0.001 1,005.310 0.3 1.11 1.03 0.50 0.06 0.59 v'c > v

1,780 255 0.001 1,005.310 0.3 1.11 1.03 0.50 0.06 0.60 v'c > v

1,970 255 0.001 1,005.310 0.3 1.11 1.03 0.50 0.06 0.59 v'c > v

1,970 109 0.000 1,005.310 0.3 1.11 1.03 0.50 0.02 0.54 v'c > v

1,850 873 0.002 1,005.310 0.3 1.11 1.03 0.50 0.20 0.82 v'c > v

943 2,230 0.006 1,005.310 0.3 1.11 1.03 0.50 1.00 2.11 v'c > v

1,300 3,050 0.008 1,005.310 0.3 1.11 1.03 0.50 1.00 1.84 v'c > v

3,010 4,280 0.012 1,005.310 0.3 1.11 1.03 0.50 0.60 1.31 v'c > v

6,520 4,280 0.012 1,005.310 0.3 1.11 1.03 0.50 0.28 0.87 v'c > v

9,600 2,920 0.008 1,005.310 0.3 1.11 1.03 0.50 0.13 0.67 v'c > v

3,820 13,300 0.037 1,005.310 0.3 1.11 1.03 0.50 1.00 1.84 v'c > v

6,010 13,400 0.037 1,005.310 0.3 1.11 1.03 0.50 0.95 1.45 v'c > v

4,790 6,260 0.017 1,005.310 0.3 1.11 1.03 0.50 0.56 1.06 v'c > v

160 8,410 0.023 1,005.310 0.3 1.11 1.03 0.50 1.00 1.50 v'c > v

2,900 12,000 0.033 1,005.310 0.3 1.11 1.03 0.50 1.00 1.50 v'c > v

3,570 12,100 0.034 1,005.310 0.3 1.11 1.03 0.50 1.00 1.30 v'c > v

2,870 16,700 0.047 1,005.310 0.3 1.11 1.03 0.50 1.00 1.30 v'c > v

8,420 16,700 0.047 1,005.310 0.3 1.11 1.03 0.50 0.84 1.18 v'c > v

31,900 11,900 0.033 1,005.310 0.3 1.11 1.03 0.50 0.16 0.62 v'c > v

124,000 183,000 0.510 1,005.310 0.3 1.11 1.03 0.50 0.63 1.00 v'c > v

P7-55.13

RAFFLES SILO POST TENSION LOAD CASE DESIGN ACTION OUTPUT FROM STRAND7 7/09/2012

UPPER PLOT SHOWS XX FORCE (AXIAL LOAD DUE TO POST TENSION)

LOWER PLOT SHOWS SHEAR STRESS AND SHEAR CAPACITY CALCULATED ON ATTACHED SPREADSHEET

NOTE THAT THE SHEAR CAPACITY ON THE ABOVE SHEET VARIES WIDELY DUE TO THE (V/M) TERM IN THE SHEAR CAPACITY EQUAITON,

AND INTERPLAY BETWEEN VARYING VALUES OF SHEAR AND MOMENT, WHICH ARE RELATIVELY LOW COMPARED TO OTHER LOAD CASES

‐3.0

‐2.0

‐1.0

0.0

1.0

2.0

3.0

0 5 10 15 20 25 30 35 40 45 50 55

Shear Stress (MPa)


Shear Stress

Shear Stress

Shear Capacity from Spreadsheet

Shear Capacity from Spreadsheet

‐5,000,000

‐4,500,000

‐4,000,000

‐3,500,000

‐3,000,000

‐2,500,000

‐2,000,000

‐1,500,000

‐1,000,000

‐500,000

0

0 5 10 15 20 25 30 35 40 45 50 55

Shear Stress (MPa)


Axial Force (Transfer and Final)

PT Initial

PT Final

P7-55.14

P7-55.15

P7-55.16

P7-55.17

P7-55.18

tony.holden

Typewritten Text

tony.holden

Typewritten Text

Note: Sections 7.10 - 7.12 have been subsequently amended in Section 7.13. Amendment to the original design was made where T32 horizontal bars have been reduced to T25's at closer spacings so as to reduce the risk of potentially spalling the cover concrete due to the tight inner wall radius.

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text


tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text


tony.holden

Typewritten Text

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7

tony.holden

Typewritten Text

tony.holden

Typewritten Text

7.13 Inner Wall Passive Reinforcement Re-Design

General Date of calculations: 23 August 2012 Engineer AW

The following concerns the inner wall passive reinforcement design for the Raffles Cement Silo following the imposition of the new design constraints below:

maximum reinforcement ratio for each face of no greater than 25mm dia spaced at 125mm minimum cover requirement of 50mm

The following is intended to show that the wall capacity meets the design actions as calculated based on design loads from EN 1991 using a finite element model of the silo in the software Strand 7.

Design Actions from Strand 7 The design actions on the inner high rise wall have been re-calculated with the following assumptions.

EN 1991 Flow Channel Radius 0.4 * cell radius

Young’s Modulus Cracked concrete **

Wall thickness 350 mm

Inner cover 50 mm

Outer cover 50 mm *

Reinforcement Dia. 25 mm

Minimum spacing 125 mm

* outer 50mm cover has been conservatively assumed for capacity only ** see table below Table 1: Design Assumptions

E1 17.145 GPa

E2 12.0015 GPa

E3 17.145 GPa

Table 2: Cracked Young’s Modulus Values (Isotropic Material)

P7-65

Spreadsheet Summary The spreadsheet attached to this document lays out the design actions, reinforcement schedule and capacity for

Horizontal bending moment (inner and outer face) Vertical bending moment (inner and outer face) Shear

Axial Load-Moment Interaction for Wall Section The following graphs show axial load-bending moment capacity interaction tables and graphs for the inner wall 350mm thick wall section (tables attached to this document).

-16000

-14000

-12000

-10000

-8000

-6000

-4000

-2000

0

2000

4000

0 200 400 600 800

Axi

al c

apac

ity

Nn

(kN

m)



P7-66

-14000

-12000

-10000

-8000

-6000

-4000

-2000

0

2000

4000

0 200 400 600 800A

xial

cap

acity

N

n(k

Nm

)Bending capacity Mn (kNm)


-14000

-12000

-10000

-8000

-6000

-4000

-2000

0

2000

4000

0 100 200 300 400 500 600 700

Axi

al c

apac

ity

Nn

(kN

m)



P7-67

-14000

-12000

-10000

-8000

-6000

-4000

-2000

0

2000

4000

0 100 200 300 400 500 600 700A

xial

cap

acity

N

n(k

Nm

)Bending capacity Mn (kNm)


-12000

-10000

-8000

-6000

-4000

-2000

0

2000

0 100 200 300 400 500 600

Axi

al c

apac

ity

Nn

(kN

m)



P7-68

Geometry Concrete properties Steel propertiesBw 1000 Ec 27898 Es 2.00E+05Lw 350 cu -0.003000 fy 460d' 287.5 f'c 40d 62.5 1 0.85 Reduction factor

1 0.77 0.87

D 25 @ 125 D 25 @ 150 D 25 @ 175P Mn(P*) c P Mn(P*) c P Mn(P*) c

2000 170 37 2000 102 27 2000 42 111850 188 38 1850 124 34 1850 66 171700 206 40 1700 143 36 1700 90 241550 224 41 1550 162 38 1550 113 301400 242 43 1400 180 40 1400 135 361250 260 44 1250 198 41 1250 153 371100 278 46 1100 216 43 1100 171 39950 296 48 950 234 45 950 189 41800 314 50 800 252 47 800 207 43650 332 52 650 270 49 650 226 45500 350 54 500 288 52 500 244 48350 367 56 350 306 54 350 262 50200 385 59 200 324 57 200 281 5350 403 61 50 342 59 50 299 55

-100 421 64 -100 360 62 -100 317 58-250 438 67 -250 378 65 -250 335 61-400 456 70 -400 396 69 -400 353 65

D 16 @ 200 D25 @ 200

P Mn(P*) c P Mn(P*) c1000 0 0 2000 0800 1 0 1850 20 5600 35 9 1700 45 12400 68 18 1550 69 18200 100 27 1400 93 25

0 129 34 1250 116 31-200 155 38 1100 137 36-400 182 43 950 155 38-600 208 49 800 174 40-800 234 54 650 192 42-1000 259 61 500 210 44-1200 284 67 350 229 47-1400 308 74 200 247 49-1600 331 81 50 266 52-1800 353 89 ‐100 284 55-2000 374 96 ‐250 302 58-2200 394 104 ‐400 320 62

REINFORCED CONCRETE SECTION INTERACTION TABLES

1000mm wide * 350mm deep WALL SECTION

50mm cover to reinforcement

P7-69

The follo

Figureowing figures

es shows show desig

wing Den actions as

esign A output from

Actions fStrand7.

from Sttrand7

P7-70

23/08/2012 These sheets provide an overview of the design actions and capacities of the inner high rise wall of the Raffles cement silo.

PAGE 2/3 The demand and capacity has been re‐calculated in response to the comments by Peter und Lochner GmbH dated 21 July and 15 Aug 2012

Changes incorporated from previous iterations include 50mm cover to the steel, maximum reo. of 25mm @ 125 spacing and calculation of design actions based on cracked concrete E values

GEOMETRY DESIGN ACTIONS FROM S7 HORIZONTAL REINFORCEMENT DESIGN

PASSIVE REINFORCEMENT (INNER FACE) PASSIVE REINFORCEMENT (OUTER FACE)

strand7 convention has positive moment == inner face tension strand7 convention has negative moment == outer face tension

VerticalDWG

Elevation

Strand7

ElevationHeight Max Hoop Tension Min Hoop Tension

Min Vertical

CompressionDEMAND CAPACITY Capacity / Demand 25mm DEMAND DEMAND CAPACITY

Capacity /

Demand25mm

Section R.L. (m) R.L. (m) Increment in Newtons in Newtons in Newtons YY Moment dia. bar

spacingYY Moment

Increased by

Temp

dia. bar

spacing

Gradient

1 115.358 20.161 0.725 659,000 ‐340,000 ‐1,680,000 27,300 449,425 16.46 125 ‐22,300 117,993 449,425 3.8 125

2 116.083 20.886 0.725 768,000 ‐153,000 ‐1,830,000 17,300 427,096 24.69 125 ‐27,600 124,141 427,096 3.4 125

3 116.808 21.611 0.725 949,000 164,000 ‐1,930,000 42,700 389,246 9.12 125 ‐46,900 141,313 389,246 2.8 125

4 117.534 22.337 0.725 1,290,000 599,000 ‐2,090,000 80,800 337,305 4.17 125 ‐69,000 164,100 337,305 2.1 125

5 118.259 23.062 0.725 1,430,000 1,010,000 ‐2,340,000 119,000 288,231 2.42 125 ‐84,400 178,061 288,231 1.6 125

6 118.984 23.787 0.725 1,490,000 1,100,000 ‐2,530,000 137,000 277,485 2.03 125 ‐91,500 184,478 277,485 1.5 125

7 119.709 24.512 0.725 1,490,000 1,120,000 ‐2,570,000 155,000 275,097 1.77 125 ‐104,000 194,097 275,097 1.4 125

8 120.434 25.237 0.725 1,480,000 1,140,000 ‐2,530,000 175,000 272,708 1.56 125 ‐107,000 196,294 272,708 1.4 125

9 121.160 25.963 0.725 1,450,000 1,140,000 ‐2,460,000 185,000 272,708 1.47 125 ‐115,000 202,223 272,708 1.3 125

10 121.885 26.688 0.725 1,410,000 1,170,000 ‐2,380,000 201,000 269,126 1.34 125 ‐122,000 207,347 269,126 1.3 125

11 122.610 27.413 0.725 1,380,000 1,190,000 ‐2,310,000 208,000 266,738 1.28 125 ‐125,000 209,401 266,738 1.3 125

12 123.335 28.138 0.725 1,360,000 1,200,000 ‐2,240,000 217,000 265,544 1.22 125 ‐127,000 210,788 265,544 1.3 125

13 124.060 28.863 0.725 1,350,000 1,180,000 ‐2,150,000 224,000 267,932 1.20 125 ‐129,000 212,330 267,932 1.3 125

14 124.786 29.589 0.725 1,340,000 1,170,000 ‐2,050,000 228,000 269,126 1.18 125 ‐131,000 213,881 269,126 1.3 125

15 125.511 30.314 0.725 1,330,000 1,160,000 ‐1,960,000 235,000 270,320 1.15 125 ‐133,000 215,442 270,320 1.3 125

16 126.236 31.039 0.725 1,320,000 1,160,000 ‐1,900,000 239,000 270,320 1.13 125 ‐133,000 215,306 270,320 1.3 125

17 126.961 31.764 0.725 1,320,000 1,170,000 ‐1,820,000 242,000 269,126 1.11 125 ‐133,000 215,306 269,126 1.2 125

18 127.686 32.489 0.725 1,310,000 1,170,000 ‐1,730,000 247,000 269,126 1.09 125 ‐132,000 214,318 269,126 1.3 125

19 128.412 33.215 0.725 1,290,000 1,160,000 ‐1,660,000 250,000 270,320 1.08 125 ‐133,000 214,899 270,320 1.3 125

20 129.137 33.940 0.725 1,280,000 1,160,000 ‐1,590,000 250,000 270,320 1.08 125 ‐132,000 213,910 270,320 1.3 125

21 129.862 34.665 0.725 1,270,000 1,150,000 ‐1,530,000 252,000 271,514 1.08 125 ‐131,000 212,921 271,514 1.3 125

22 130.587 35.390 0.725 1,270,000 1,150,000 ‐1,450,000 253,000 271,514 1.07 125 ‐130,000 212,069 271,514 1.3 125

23 131.312 36.115 0.725 1,260,000 1,150,000 ‐1,380,000 254,000 271,514 1.07 125 ‐129,000 211,080 271,514 1.3 125

24 132.038 36.841 0.725 1,250,000 1,150,000 ‐1,300,000 252,000 271,514 1.08 125 ‐128,000 210,092 271,514 1.3 125

25 132.763 37.566 0.725 1,240,000 1,130,000 ‐1,230,000 251,000 273,903 1.09 125 ‐125,000 207,408 273,903 1.3 125

26 133.488 38.291 0.725 1,230,000 1,120,000 ‐1,160,000 250,000 275,097 1.10 125 ‐125,000 207,268 275,097 1.3 125

27 134.213 39.016 0.725 1,220,000 1,110,000 ‐1,100,000 249,000 276,291 1.11 125 ‐122,000 204,590 276,291 1.4 125

28 134.938 39.741 0.725 1,200,000 1,110,000 ‐1,050,000 246,000 276,291 1.12 125 ‐119,000 201,778 276,291 1.4 125

29 135.664 40.467 0.725 1,200,000 1,100,000 ‐980,000 245,000 277,485 1.13 125 ‐117,000 200,100 277,485 1.4 125

30 136.389 41.192 0.725 1,190,000 1,100,000 ‐919,000 240,000 277,485 1.16 125 ‐115,000 198,282 277,485 1.4 125

31 137.114 41.917 0.725 1,170,000 1,080,000 ‐857,000 237,000 279,873 1.18 125 ‐114,000 197,150 279,873 1.4 125

32 137.839 42.642 0.725 1,150,000 1,070,000 ‐800,000 232,000 281,067 1.21 125 ‐111,000 194,352 281,067 1.4 125

33 138.564 43.367 0.725 1,140,000 1,060,000 ‐750,000 232,000 282,261 1.22 125 ‐108,000 191,713 282,261 1.5 125

34 139.290 44.093 0.725 1,130,000 1,040,000 ‐696,000 224,000 284,649 1.27 125 ‐106,000 189,908 284,649 1.5 125

35 140.015 44.818 0.725 1,120,000 1,020,000 ‐649,000 221,000 287,037 1.30 125 ‐103,000 187,286 287,037 1.5 125

36 140.740 45.543 0.725 1,090,000 1,010,000 ‐594,000 215,000 251,735 1.17 150 ‐101,000 175,186 251,735 1.4 150

37 141.465 46.268 0.725 1,080,000 997,000 ‐542,000 211,000 253,705 1.20 150 ‐98,900 173,321 253,705 1.5 150

38 142.190 46.993 0.725 1,060,000 972,000 ‐498,000 206,000 257,494 1.25 150 ‐94,200 169,205 257,494 1.5 150

39 142.916 47.719 0.725 1,040,000 957,000 ‐446,000 199,000 259,768 1.31 150 ‐90,400 165,837 259,768 1.6 150

40 143.641 48.444 0.725 1,010,000 935,000 ‐396,000 194,000 263,102 1.36 150 ‐88,100 163,513 263,102 1.6 150

41 144.366 49.169 0.725 997,000 907,000 ‐361,000 187,000 221,174 1.18 175 ‐85,000 153,385 221,174 1.4 175

42 145.091 49.894 0.725 980,000 879,000 ‐314,000 180,000 225,772 1.25 175 ‐81,700 150,520 225,772 1.5 175

43 145.816 50.619 0.725 938,000 840,000 ‐269,000 170,000 232,176 1.37 175 ‐78,500 147,326 232,176 1.6 175

44 146.542 51.345 0.725 907,000 811,000 ‐213,000 162,000 236,939 1.46 175 ‐72,200 141,947 236,939 1.7 175

45 147.267 52.070 0.725 872,000 775,000 ‐185,000 153,000 242,850 1.59 175 ‐70,000 139,652 242,850 1.7 175

46 147.992 52.795 0.725 846,000 747,000 ‐144,000 145,000 247,448 1.71 175 ‐65,600 135,863 247,448 1.8 175

47 148.717 53.520 0.725 793,000 714,000 ‐116,000 136,000 252,867 1.86 175 ‐61,200 131,596 252,867 1.9 175

48 149.442 54.245 0.725 762,000 672,000 ‐70,400 130,000 173,914 1.34 200 ‐56,800 122,120 173,914 1.4 200

49 150.168 54.971 0.725 721,000 626,000 ‐38,800 121,000 179,938 1.49 200 ‐51,500 117,530 179,938 1.5 200

50 150.893 55.696 0.725 678,000 569,000 ‐13,100 108,000 187,402 1.74 200 ‐47,100 113,573 187,402 1.7 200

51 151.618 56.421 0.725 615,000 519,000 14,200 101,000 193,950 1.92 200 ‐43,000 109,423 193,950 1.8 200

52 152.343 57.146 0.725 564,000 455,000 48,800 88,900 202,332 2.28 200 ‐38,700 105,396 202,332 1.9 200

53 153.068 57.871 0.725 509,000 394,000 65,100 79,200 210,320 2.66 200 ‐32,900 100,301 210,320 2.1 200

54 153.794 58.597 0.725 440,000 336,000 80,300 69,800 217,916 3.12 200 ‐29,100 96,225 217,916 2.3 200

55 154.519 59.322 0.725 376,000 252,000 91,200 60,500 228,916 3.78 200 ‐25,100 92,124 228,916 2.5 200

56 155.244 60.047 0.725 304,000 195,000 102,000 51,000 236,381 4.63 200 ‐21,400 88,012 236,381 2.7 200

57 155.969 60.772 0.725 242,000 136,000 104,000 41,700 244,108 5.85 200 ‐16,700 83,502 244,108 2.9 200

58 156.694 61.497 0.725 189,000 113,000 106,000 32,000 247,120 7.72 200 ‐13,800 80,343 247,120 3.1 200

59 157.420 62.223 0.725 228,000 114,000 105,000 23,100 246,989 10.69 200 ‐9,130 78,588 246,989 3.1 200

60 158.145 62.948 0.725 249,000 79,700 69,000 13,200 251,481 19.05 200 ‐8,620 78,865 251,481 3.2 200

61 158.870 63.673 0.725 239,000 ‐66,600 88,400 8,430 270,640 32.10 200 ‐21,500 86,489 270,640 3.1 200

P7-76

E1 1.71450E+10 E values used in Streand7 model

PAGE 2/3 E2 1.20015E+10 (Isotropic Material)

E3 1.71450E+10

VERTICAL REINFORCEMENT DESIGN

PASSIVE REINFORCEMENT (INNER FACE) PASSIVE REINFORCEMENT (OUTER FACE)

strand7 convention has positive moment == inner face tension strand7 convention has negative moment == outer face tension

DEMAND CAPACITY Capacity / 25mm DEMAND CAPACITY Capacity / 25mm

YY Moment Demand dia. bar spacing YY Moment Demand dia. bar spacing


149,000 425,999 2.9 16 @ 200 ‐165,000 425,999 ‐2.6 16 @ 200

92,900 451,720 4.9 16 @ 200 ‐98,900 451,720 ‐4.6 16 @ 200

5,160 468,867 90.9 16 @ 200 ‐62,300 468,867 ‐7.5 16 @ 200

7,230 496,303 68.6 16 @ 200 ‐62,000 496,303 ‐8.0 16 @ 200

28,000 539,171 19.3 16 @ 200 ‐59,900 539,171 ‐9.0 16 @ 200

35,400 571,751 16.2 16 @ 200 ‐41,800 571,751 ‐13.7 16 @ 200

41,200 578,610 14.0 16 @ 200 ‐34,100 578,610 ‐17.0 16 @ 200

48,800 571,751 11.7 16 @ 200 ‐30,800 571,751 ‐18.6 16 @ 200

50,900 559,748 11.0 16 @ 200 ‐28,400 559,748 ‐19.7 16 @ 200

51,000 546,030 10.7 16 @ 200 ‐30,500 546,030 ‐17.9 16 @ 200

51,400 534,027 10.4 16 @ 200 ‐31,500 534,027 ‐17.0 16 @ 200

52,300 522,024 10.0 16 @ 200 ‐33,200 522,024 ‐15.7 16 @ 200

54,900 506,591 9.2 16 @ 200 ‐33,000 506,591 ‐15.4 16 @ 200

56,100 489,444 8.7 16 @ 200 ‐31,800 489,444 ‐15.4 16 @ 200

57,700 474,011 8.2 16 @ 200 ‐29,100 474,011 ‐16.3 16 @ 200

57,800 463,723 8.0 16 @ 200 ‐30,000 463,723 ‐15.5 16 @ 200

57,600 450,005 7.8 16 @ 200 ‐29,500 450,005 ‐15.3 16 @ 200

57,000 434,572 7.6 16 @ 200 ‐28,900 434,572 ‐15.0 16 @ 200

56,500 422,569 7.5 16 @ 200 ‐29,100 422,569 ‐14.5 16 @ 200

57,400 410,566 7.2 16 @ 200 ‐29,500 410,566 ‐13.9 16 @ 200

59,100 400,277 6.8 16 @ 200 ‐27,600 400,277 ‐14.5 16 @ 200

58,600 386,559 6.6 16 @ 200 ‐27,500 386,559 ‐14.1 16 @ 200

56,800 374,556 6.6 16 @ 200 ‐26,800 374,556 ‐14.0 16 @ 200

57,000 360,838 6.3 16 @ 200 ‐27,000 360,838 ‐13.4 16 @ 200

57,100 348,835 6.1 16 @ 200 ‐26,400 348,835 ‐13.2 16 @ 200

56,500 336,832 6.0 16 @ 200 ‐26,900 336,832 ‐12.5 16 @ 200

57,100 326,544 5.7 16 @ 200 ‐24,900 326,544 ‐13.1 16 @ 200

55,400 317,970 5.7 16 @ 200 ‐24,800 317,970 ‐12.8 16 @ 200

54,400 305,967 5.6 16 @ 200 ‐24,500 305,967 ‐12.5 16 @ 200

53,500 295,507 5.5 16 @ 200 ‐25,000 295,507 ‐11.8 16 @ 200

53,600 284,875 5.3 16 @ 200 ‐24,400 284,875 ‐11.7 16 @ 200

53,600 275,101 5.1 16 @ 200 ‐23,300 275,101 ‐11.8 16 @ 200

51,600 266,528 5.2 16 @ 200 ‐21,800 266,528 ‐12.2 16 @ 200

50,700 257,268 5.1 16 @ 200 ‐21,200 257,268 ‐12.1 16 @ 200

49,800 249,209 5.0 16 @ 200 ‐20,600 249,209 ‐12.1 16 @ 200

48,900 239,778 4.9 16 @ 200 ‐20,400 239,778 ‐11.8 16 @ 200

47,600 230,861 4.9 16 @ 200 ‐20,600 230,861 ‐11.2 16 @ 200

45,400 223,316 4.9 16 @ 200 ‐19,200 223,316 ‐11.6 16 @ 200

44,400 214,400 4.8 16 @ 200 ‐18,000 214,400 ‐11.9 16 @ 200

43,400 205,826 4.7 16 @ 200 ‐18,500 205,826 ‐11.1 16 @ 200

40,900 199,824 4.9 16 @ 200 ‐18,400 199,824 ‐10.9 16 @ 200

40,200 191,765 4.8 16 @ 200 ‐17,300 191,765 ‐11.1 16 @ 200

38,800 184,049 4.7 16 @ 200 ‐16,200 184,049 ‐11.4 16 @ 200

36,900 174,446 4.7 16 @ 200 ‐15,000 174,446 ‐11.6 16 @ 200

34,800 169,645 4.9 16 @ 200 ‐15,000 169,645 ‐11.3 16 @ 200

33,400 162,614 4.9 16 @ 200 ‐14,000 162,614 ‐11.6 16 @ 200

30,800 157,813 5.1 16 @ 200 ‐13,000 157,813 ‐12.1 16 @ 200

28,900 149,994 5.2 16 @ 200 ‐12,200 149,994 ‐12.3 16 @ 200

27,300 144,575 5.3 16 @ 200 ‐11,100 144,575 ‐13.0 16 @ 200

24,000 140,169 5.8 16 @ 200 ‐10,100 140,169 ‐13.9 16 @ 200

22,300 135,487 6.1 16 @ 200 ‐9,620 135,487 ‐14.1 16 @ 200

19,100 129,554 6.8 16 @ 200 ‐8,670 129,554 ‐14.9 16 @ 200

15,800 126,759 8.0 16 @ 200 ‐7,830 126,759 ‐16.2 16 @ 200

13,800 124,153 9.0 16 @ 200 ‐6,410 124,153 ‐19.4 16 @ 200

12,100 122,284 10.1 16 @ 200 ‐5,120 122,284 ‐23.9 16 @ 200

12,300 120,432 9.8 16 @ 200 ‐3,050 120,432 ‐39.5 16 @ 200

12,500 120,089 9.6 16 @ 200 ‐50 120,089 ‐2,387.5 16 @ 200

12,700 119,746 9.4 16 @ 200 2,980 119,746 40.2 16 @ 200

11,100 119,917 10.8 16 @ 200 ‐4,200 119,917 ‐28.6 16 @ 200

‐574 126,091 >10 16 @ 200 ‐36,000 126,091 ‐3.5 16 @ 200

‐14,900 122,764 >10 16 @ 200 ‐89,100 122,764 ‐1.4 16 @ 200

P7-77

/3

h 350 SHEAR STEEL

d 287.5

fcu 40 PASSIVE REINFORCEMENT INNER FACE Not used as conservative with tension load

min (0.8*sqrt(fcu), 5N/mm^2) 5.000 Table 3.9 Table 3.9

DEMAND SHEAR DEMAND SHEAR DEMAND As 100*As/(bv*d) 400/d (400/d)^(1/4) vc V*h/M v'c Clause As/svvertical

spacing

horizontal

spacingArea/m2 <13mm bar

Area Provided / Area

Required

v'c /

demand

YY Moment Fyz in N/m in Mpa limited to <=3 limited to >=1 limited to <=1 3.4.5.12 3.4.5.12 EQ 6a required 132.7

(from Strand7) (from Strand7) diameter bar

117,993 322,000 1.120 7,853.982 2.7 1.39 1.09 1.12 0.96 0.04 v'c + 0.4 < v 2.7 125 200 67.2 13mm Bar ok 1.97 0.04

124,141 106,000 0.369 7,853.982 2.7 1.39 1.09 1.12 0.30 0.73 v'c > v 0.0 1.98

141,313 63,900 0.222 7,853.982 2.7 1.39 1.09 1.12 0.16 0.87 v'c > v 0.0 3.89

164,100 96,000 0.334 7,853.982 2.7 1.39 1.09 1.12 0.20 0.67 v'c > v 0.0 2.01

178,061 92,800 0.323 7,853.982 2.7 1.39 1.09 1.12 0.18 0.68 v'c > v 0.0 2.09

184,478 106,000 0.369 7,853.982 2.7 1.39 1.09 1.12 0.20 0.61 v'c > v 0.0 1.65

194,097 112,000 0.390 7,853.982 2.7 1.39 1.09 1.12 0.20 0.61 v'c > v 0.0 1.56

196,294 115,000 0.400 7,853.982 2.7 1.39 1.09 1.12 0.21 0.60 v'c > v 0.0 1.51

202,223 125,000 0.435 7,853.982 2.7 1.39 1.09 1.12 0.22 0.59 v'c > v 0.0 1.35

207,347 131,000 0.456 7,853.982 2.7 1.39 1.09 1.12 0.22 0.59 v'c > v 0.0 1.29

209,401 133,000 0.463 7,853.982 2.7 1.39 1.09 1.12 0.22 0.60 v'c > v 0.0 1.29

217,000 143,000 0.497 7,853.982 2.7 1.39 1.09 1.12 0.23 0.59 v'c > v 0.0 1.18

224,000 146,000 0.508 7,853.982 2.7 1.39 1.09 1.12 0.23 0.59 v'c > v 0.0 1.17

228,000 148,000 0.515 7,853.982 2.7 1.39 1.09 1.12 0.23 0.60 v'c > v 0.0 1.17

235,000 150,000 0.522 7,853.982 2.7 1.39 1.09 1.12 0.22 0.61 v'c > v 0.0 1.18

239,000 145,000 0.504 7,853.982 2.7 1.39 1.09 1.12 0.21 0.64 v'c > v 0.0 1.27

242,000 146,000 0.508 7,853.982 2.7 1.39 1.09 1.12 0.21 0.65 v'c > v 0.0 1.27

247,000 149,000 0.518 7,853.982 2.7 1.39 1.09 1.12 0.21 0.65 v'c > v 0.0 1.25

250,000 150,000 0.522 7,853.982 2.7 1.39 1.09 1.12 0.21 0.66 v'c > v 0.0 1.26

250,000 149,000 0.518 7,853.982 2.7 1.39 1.09 1.12 0.21 0.67 v'c > v 0.0 1.28

252,000 143,000 0.497 7,853.982 2.7 1.39 1.09 1.12 0.20 0.69 v'c > v 0.0 1.39

253,000 146,000 0.508 7,853.982 2.7 1.39 1.09 1.12 0.20 0.68 v'c > v 0.0 1.35

254,000 146,000 0.508 7,853.982 2.7 1.39 1.09 1.12 0.20 0.69 v'c > v 0.0 1.36

252,000 143,000 0.497 7,853.982 2.7 1.39 1.09 1.12 0.20 0.70 v'c > v 0.0 1.40

251,000 138,000 0.480 7,853.982 2.7 1.39 1.09 1.12 0.19 0.71 v'c > v 0.0 1.49

250,000 140,000 0.487 7,853.982 2.7 1.39 1.09 1.12 0.20 0.71 v'c > v 0.0 1.46

249,000 140,000 0.487 7,853.982 2.7 1.39 1.09 1.12 0.20 0.71 v'c > v 0.0 1.46

246,000 137,000 0.477 7,853.982 2.7 1.39 1.09 1.12 0.19 0.72 v'c > v 0.0 1.52

245,000 154,000 0.536 7,853.982 2.7 1.39 1.09 1.12 0.22 0.67 v'c > v 0.0 1.25

240,000 136,000 0.473 7,853.982 2.7 1.39 1.09 1.12 0.20 0.72 v'c > v 0.0 1.52

237,000 139,000 0.483 7,853.982 2.7 1.39 1.09 1.12 0.21 0.71 v'c > v 0.0 1.47

232,000 136,000 0.473 7,853.982 2.7 1.39 1.09 1.12 0.21 0.72 v'c > v 0.0 1.52

232,000 129,000 0.449 7,853.982 2.7 1.39 1.09 1.12 0.19 0.74 v'c > v 0.0 1.66

224,000 127,000 0.442 7,853.982 2.7 1.39 1.09 1.12 0.20 0.74 v'c > v 0.0 1.67

221,000 124,000 0.431 7,853.982 2.7 1.39 1.09 1.12 0.20 0.75 v'c > v 0.0 1.73

215,000 120,000 0.417 6,544.985 2.3 1.39 1.09 1.06 0.20 0.69 v'c > v 0.0 1.66

211,000 117,000 0.407 6,544.985 2.3 1.39 1.09 1.06 0.19 0.70 v'c > v 0.0 1.71

206,000 114,000 0.397 6,544.985 2.3 1.39 1.09 1.06 0.19 0.70 v'c > v 0.0 1.78

199,000 109,000 0.379 6,544.985 2.3 1.39 1.09 1.06 0.19 0.71 v'c > v 0.0 1.89

194,000 106,000 0.369 6,544.985 2.3 1.39 1.09 1.06 0.19 0.73 v'c > v 0.0 1.97

187,000 103,000 0.358 5,609.987 2.0 1.39 1.09 1.00 0.19 0.67 v'c > v 0.0 1.88

180,000 97,800 0.340 5,609.987 2.0 1.39 1.09 1.00 0.19 0.68 v'c > v 0.0 2.01

170,000 91,200 0.317 5,609.987 2.0 1.39 1.09 1.00 0.19 0.70 v'c > v 0.0 2.21

162,000 84,400 0.294 5,609.987 2.0 1.39 1.09 1.00 0.18 0.72 v'c > v 0.0 2.45

153,000 81,200 0.282 5,609.987 2.0 1.39 1.09 1.00 0.19 0.73 v'c > v 0.0 2.57

145,000 77,000 0.268 5,609.987 2.0 1.39 1.09 1.00 0.19 0.73 v'c > v 0.0 2.74

136,000 72,000 0.250 5,609.987 2.0 1.39 1.09 1.00 0.19 0.75 v'c > v 0.0 3.00

130,000 66,700 0.232 4,908.739 1.7 1.39 1.09 0.96 0.18 0.73 v'c > v 0.0 3.13

121,000 61,900 0.215 4,908.739 1.7 1.39 1.09 0.96 0.18 0.74 v'c > v 0.0 3.43

113,573 55,900 0.194 4,908.739 1.7 1.39 1.09 0.96 0.17 0.76 v'c > v 0.0 3.91

109,423 50,400 0.175 4,908.739 1.7 1.39 1.09 0.96 0.16 0.79 v'c > v 0.0 4.51

105,396 45,400 0.158 4,908.739 1.7 1.39 1.09 0.96 0.15 0.81 v'c > v 0.0 5.16

100,301 38,100 0.133 4,908.739 1.7 1.39 1.09 0.96 0.13 0.84 v'c > v 0.0 6.37

96,225 34,600 0.120 4,908.739 1.7 1.39 1.09 0.96 0.13 0.87 v'c > v 0.0 7.19

92,124 27,900 0.097 4,908.739 1.7 1.39 1.09 0.96 0.11 0.89 v'c > v 0.0 9.19

88,012 22,000 0.077 4,908.739 1.7 1.39 1.09 0.96 0.09 0.91 v'c > v 0.0 11.95

83,502 19,100 0.066 4,908.739 1.7 1.39 1.09 0.96 0.08 0.93 v'c > v 0.0 13.95

80,343 10,900 0.038 4,908.739 1.7 1.39 1.09 0.96 0.05 0.94 v'c > v 0.0 24.92

78,588 8,300 0.029 4,908.739 1.7 1.39 1.09 0.96 0.04 0.95 v'c > v 0.0 32.76

78,865 13,100 0.046 4,908.739 1.7 1.39 1.09 0.96 0.06 0.94 v'c > v 0.0 20.53

86,489 200,000 0.696 4,908.739 1.7 1.39 1.09 0.96 0.81 0.63 v'c + 0.4 > v 1.0 high shear due to model boundary conditions not present in as‐built silo 0.90

P7-78

P7-79

tony.holden

Typewritten Text

tony.holden

Typewritten Text

Project 227268 | File 227268 - Raffles 25,000T Cement Silo - Roof Calculations.docx | 30 March 2012 | Revision 0 | Page

2

9. Main Roof

9.1 Roof Slab Design

The Roof slab design has been checked using Lysaught Megafloor software, which is capable of checking the design of a slab subjected to vertical construction, dead and live loading. The design parameters used for this software are as follows:

Decking System Bondek X1.0_G550

Slab Depth 200mm

Nominal Width Considered 1000mm

Simply Supported Span 1950mm

SDL/Construction Load 2 kPa

Live Load 5 kPa

Reinforcement dia. 16mm dia

Spacing Top 200mm each way

Spacing Bottom 200mm each way

Asmin 260 mm2/ m

Asprovided 1005 mm2 / m

The design software indicates that this design is adequate for a simply supported span. The output is attached to the end of this section. It is noted that the design of a previous silo with slightly larger diameter and slab span (Pan United, 2001) used an equivalent slab desgn.

The following interaction diagram gives the section capacity under axial tension and compression.

P9-1


3

From the previous calculations (Pan United, 2001) the expected maximum axial and radial tension and compression is < 50kN. The reinforcement required for this compressive or tensile force is less than the minimum steel requirement (260 mm2/m = 192 MPa) and the interaction does not compromise the bending moment capacity in the span direction, which remains in excess of 50 kNm.

-8000

-7000

-6000

-5000

-4000

-3000

-2000

-1000

0

1000

2000

0 50 100 150 200

Axi

al c

apac

ity

Nn

(kN

)


Interaction Diagram, 200mm slab, d = 123mm, D16 @ 200

P9-2


4

9.2 Steel Frames

9.2.1 SPACE GASS Model

The design of the steel members for the roof frames have been undertaken using SPACE GASS software which includes the capability to design and check members according to BS 5950:2000. The output from the SPACE GASS program confirming the design is attached at the end of this section.

The chosen member sizes have been specified for all members. Design loads have been applied to the model and the member design checked using the SPACE GASS software checks. These include all applicable member bending moment, shear, and combined action checks specified in BS 5950 but does not include checks specific to connection design. Further details can be found in the software output following this description. An imposed load of 5 kPa has been assumed for design. An additional non-cumulative point load of 5 kN has been applied to the centre of all members with the exception of the main inner beams where a point load of 20kN is used. Specific dead loads have been calculated and applied for the dust extractors and the landing of the roof columns. All other equipment dead loads combined are smaller than the extra point loads applied and have therefore been deemed insignificant.

9.2.2 Beam and Connection Types

Section Number of Members Total Length Mass

254x146 UB 37 46 96.07 3.559

838x292 UB 226 18 26.911 6.103 Table: Steel Beam Bill of Materials

The table above shows the beam sizes, number of members of each size and the total length /mass.

Connection Number

W01A 46

838x292 UB 226 to 254x146 UB 37 18 Table: Steel Beam Bill of Materials

The maximum shear demand on the supports from the SPACE GASS model is less than 50 kN. The capacity of the W01A cast in plate is greater than this value. The only constraint on the cast in weld plates is the physical size as compared to the fin plate length.

9.3 Pre-cambers The pre-camber for the two main steel beams has been calculated from the deflections under the dead load cases with no load factors applied. These are shown in the following table

Beam Location Precamber (mm) Ratio of Span

838x292 UB 226 (1) Under Roof Column 24 span / 561

838x292 UB 226 (2) Adjacent to Extractor 19 span / 708

P9-3


5

9.4 Design Parameters and Sketches

The following pages contain the design load parameters for the roof steel frame followed by sketches of the roof frames.

aurecon Leading. VIbrant. Global.

P9-4

Calculation of Imposed Loads for Steel Roof Frame

INNER CELL ROOF STRUCTURE SLAB DEAD LOAD

200mm 5 kPa concrete density 25 kN/m3

construction Δ 0.015 mm span / 130

ponding 0.27 kPa 0.7 * Δ

total 5.27 kPa

Bondek 0.14 kPa 13.54 kg/m2 for 1.0BMT

total 5.41 kPa

SLAB CONSTRUCTION LOAD

slab load 2 kPa

IMPOSED LOADS

General Live Load 5 kPa

Inner Extractor 27.5 kN udl on four supporting beams

perimeter 8.33 m

UDL on perimeter 3.30 kN/m

Parallel distributor 44 kN center of silo

All other equipment dead loads below 5kN and are not included

UPPER ROOF STRUCTURE LOADS

Area of Roof 117 m2

Cladding, Purlins 0.10 kPa

Steelwork 0.50 kPa

Roof LL 0.25 kPa

Wind Speed n/a m/s assumed SLS

Wind Speed 50 m/s assumed ULS

qz 1.5 kPa wind pressure

Cpe 1.3 uplift, not critical

Cpe 1 downforce, critical

Total Load 320 kN INCLUDES LOAD FACTORS

main beam length 13.46 m

column point load 80.08 kN

column point load 80.08 kN

main beam UDL roof 5.95 kN/m 1/4 of roof load evenly distributed along main beam

main beam UDL roof 5.95 kN/m 1/4 of roof load evenly distributed along main beam

P9-5

Calculation of Imposed Loads for Steel Roof Frame

OUTER CELL ROOF STRUCTURE

SLAB DEAD LOAD

200mm 5 kPa concrete density 25 kN/m3

construction Δ 0.015 mm span / 130

ponding 0.27 kPa 0.7 * Δ

total 5.27 kPa

Bondek 0.14 kPa 13.54 kg/m2 for 1.0BMT

total 5.41 kPa

SLAB CONSTRUCTION LOAD

slab load 2 kPa

IMPOSED LOADS

General Live Load 5 kPa

Outer Extractor 27.5 kN udl on four supporting beams

perimeter 8.33 m

UDL on perimeter 3.30 kN/m

All other equipment dead loads below 5kN and are not included

TRIBUTARY WIDTHS

G Q G Q

1.9 10.28 9.50 2.85 15.42 14.25

1.15 6.22 5.75 1.725 9.33 8.63

P9-6

Calculation of Lateral Restraint Provided by Shear Studs (most critical case)

RESTRAINT AGAINST LATERAL LOAD

To ensure lateral restraint the system must be able to transfer

a transverse force at the critical flange of 0.025 * the flange force

For an 838 x 292 UB 176

Ms 2025 kNm section moment capacity

Stress at flange centroid 336 Mpa

Flange force 1842 kN

Restraint Force 46 kN

Standard Headed Studs fvs kN

diameter 19.00 mm

φfus 79 kN where φ = 0.85

diameter 15.90 mm

φfus 55 kN where φ = 0.85 > 46 kN OK

Therefore 1 shear connector is enough to limit lateral torsional

buckling effective length t othe spacing of the shear connectors.

This is the most critical case, smaller beams will have smaller demand.

P9-7

SPECIAL CONNECTION ~

1

,

SEE DWGS I ---~~- -r= --- I I I • .' I I I

ROOF COLUMN APPROXIMATE LOCATION

SPECIAL CONNECTION / SEE DWGS

BONDEK SPAN DIRECTION

~ ri

11970

838x292 UB 226

ROOF COLUMN APPROXIMATE LOCATION

SKETCH: INNER CELL MEMBER SIZES

ALL BEAMS 254x146 UB 37 UNLESS OTHERWISE MARKED

ALL CAST IN CONNECTIONS W01A UNLESS OTHERWISE MARKED

0 0 0 ow:f .....

PECIAL CONNECTION EE DWGS

PECIAL CONNECTION EE DWGS

P9-8

9,000°

SKETCH: INNER CELL MEMBER SIZES

ALL BEAMS 254x146 UB 37 UNLESS OTHERWISE MARKED

ALL CAST IN CONNECTIONS W01A UNLESS OTHERWISE MARKED

P9-9

SPACE GASS 10.85 - AURECON AUSTRALIA PTY LTD 30 Apr 2012, 1:27 pm

Job: C:\raffles\Roof calcs\space gass\Roof SG model 5Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPaScales - Frame: 1:75, Load: None, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None

X

Y

Z(30,35)

Sections:1 254x146 UB 37 2 838x292 UB 226

Materials:1 STEEL

1

2

34

5

6 7

8

9

10

11

1213

1415

16

1718

19

20

21

2223

2425

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

4445

46

47

48

4950

5152

1

2

3

4

56

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

3435

36

37

38

39

40

41

42

43

44

45

46

47

4849

50

51

52

53

54

55

5657

58

59

606162

6364

P9-10


Job: C:\raffles\Roof calcs\space gass\Roof SG model 1 OUTERUnits - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPaScales - Frame: 1:110, Load: None, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None

X

Y

Z(20,30)

Sections:1 254x146 UB 37

Materials:1 STEEL

1

2

3

4

5

6

7 89

10

11

1213

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

4142

43

44

45

4647

4849

5051

52

53 54

5556

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

8485

86 87

8889

90

91

34

78

9

11

12

13

1415

1617181920

2125

31

32

33

34

37

38

39

4041

4243 44 45 46

4748

50

51

52

53

54

55

57

59

6061

62

63

64

65

6667

6869707172

73

74

75

767879

80

81

82

85

86

87

8889

9091 92 93 94

9596

97

98

99

100

101

102

103

104

105

106

107

108109

110

111112

113114

115

116

117

P9-11


6

9.5 Calculation of Cast in Weld Plate Capacity

The following pages contain the capacity verification for the cast in weld plates for connection to the 254 UB roof steel beams. Note only connection W01A is specified for the roof structure.

P9-12

Calculation of Cast in Conection Capacity ‐ Roof Steel Frame

The moment arm of the connector is required to calculate the capacity

against the eccentric moment of the bolted fin plate connection

This is the minimum of the distance between the T12 bars and the lowest stud and the length of the plate

CONNECTION TYPE W01A

Connection Number

W01A

Plate length 300 mm

Number of T12 bars 2

Number of 19mm studs 2

distance, T12 bars to bottom studs 200 mm

LEVER ARM 200 mm

Capactiy of T12 bar in tension (parallel) 52 kN

Capacity of T12 bar in tension (45 degrees to bar ‐ horizontal) 37 kN

Capacity of 19.0mm stud in shear φfus 79 kN where φ = 0.85

Where capacities are from Pan United Silo Calcs (2001)

VERTICAL SHEAR CAPACITY LIMITED BY SHEAR STUDS

Shear Capacity 158 kN

VERTICAL SHEAR CAPACITY LIMITED BY MOMENT GENERATED BY ECCENTRIC CONNECTION

Bolted Connection Eccentricity 100 mm

Capacity of T12 74 kN


LIMITING VALUE: 147 kN

P9-13





CONNECTION TYPE W01

Connection Number

W01

Plate length 300 mm



Capactiy of T12 bar in tension (parallel) 52 kN






P9-14






Connection Number

W03A

Plate length 300 mm




LEVER ARM 399 mm

Capactiy of T12 bar in tension (parallel to bar) 52 kN











P9-15





CONNECTION TYPE W02

Connection Number

W02

Plate length 400 mm









P9-16






Connection Number

W04A

Plate length 600 mm




LEVER ARM 500 mm












P9-17





CONNECTION TYPE W03

Connection Number

W03

Plate length 500 mm









P9-18






Connection Number

W05A

Plate length 700 mm


Number of 19mm stud 6


LEVER ARM 600 mm


Capacity of T12 bar in tension (45 degrees to bar ‐ horizon 37 kN










P9-19





CONNECTION TYPE W04

Connection Number

W04

Plate length 600 mm


Number of 19mm stud 8







P9-20





CONNECTION TYPE W05

Connection Number

W04

Plate length 700 mm









P9-21





CONNECTION TYPE W06

Connection Number

W04

Plate length 800 mm









P9-22


7

9.6 Inner Cell Steel Frame LIMCON Output – Connection Design

9.6.1 254 x 137 UB 37 to 838 x 126 UB 225

The design of the connection between the 254 UB and the 838 UB supporting beam has been performed using LIMCON software. Due to unexpected unavailability of a software license for the British Standard code BS 5950:2000, the connection design has been confirmed to the equivalent Australian Standard. As the capacity of this connection is greater than 100 kN and the demand is under 50 kN this approach is deemed conservative. Full LIMCON output for this connection is attached at the end of this section.

Figure: Connection Diagram from LIMCON

P9-23

Aurecon Australia Job: innerCellBeamBeam -- Connection: outercell

Page 1 of 309/05/2012

11:49:56 p.m.

Limcon V3.60.110503 {111511} C:\raffles\Roof calcs\limcon\innerCellBeamBeam.lmc

Gr.S275UB838X292X226

C1

Gr.S275UB254X146X37

B1

CONNECTION: outercell - Fin Plate

Plate: 90x8x140 Gr.S275Weld: 6 FW/500/SP to support (B/S)Bolts: 2 x M20 8.8/X in 1 col.

6Top cope = 35x150 Welds: 0.0 kgBolts: 0.9 kgPlates: 0.8 kg

70

70

35

55

35

P9-24


Page 2 of 309/05/2012

11:49:56 p.m.


P9-25


Page 3 of 309/05/2012

11:49:56 p.m.


P9-26


8

9.7 Outer Cell Steel Frame LIMCON Output – Connection Design

9.7.1 254 x 137 UB 37 to Cast in Weld Plate

The design of the connection between the 254 UB and the cast in weld plate has been performed using LIMCON software. Due to unexpected unavailability of a software license for the British Standard code BS 5950:2000, the connection design has been confirmed to the equivalent Australian Standard. As the capacity of this connection is greater than 100 kN and the demand is under 50 kN this approach is deemed conservative. Full LIMCON output for this connection is attached at the end of this section.

Figure: Connection Diagram from LIMCON

P9-27

Aurecon Australia Job: outercellfinplate -- Connection: outercell

Page 1 of 309/05/2012

11:34:51 p.m.

Limcon V3.60.110503 {111511} C:\raffles\Roof calcs\limcon\outercellfinplate.lmc

Gr.S275UB254X146X37

B1

CONNECTION: outercell - Fin Plate

Plate: 90x8x140 Gr.S275Weld: 6 FW/500/SP to support (B/S)Bolts: 2 x M20 8.8/S/X in 1 col.

6 Welds: 0.0 kgBolts: 0.9 kgPlates: 0.8 kg

35

55

35

P9-28


Page 2 of 309/05/2012

11:34:51 p.m.


P9-29


Page 3 of 309/05/2012

11:34:51 p.m.


P9-30


9

9.8 Inner Cell Steel Frame SPACE GASS Output – Member Design

The following pages contain SPACE GASS output for the inner frame beams.

P9-31


Job: C:\raffles\Roof calcs\space gass\Roof SG model 5Units - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPaScales - Frame: 1:75, Load: None, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None

X

Y

Z(30,35)

Sections:1 254x146 UB 37 2 838x292 UB 226

Materials:1 STEEL

1

2

34

5

6 7

8

9

10

11

1213

1415

16

1718

19

20

21

2223

2425

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

4445

46

47

48

4950

5152

1

2

3

4

56

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

3435

36

37

38

39

40

41

42

43

44

45

46

47

4849

50

51

52

53

54

55

5657

58

59

606162

6364

P9-32


10

9.9 Outer Cell Steel Frame SPACE GASS Output – Member Design

The following pages contain SPACE GASS output for the outer frame beams.

P9-33


Job: C:\raffles\Roof calcs\space gass\Roof SG model 1 OUTERUnits - Len: m, Sec: mm, Mat: MPa, Dens: T/m^3, Temp: Celsius, Force: kN, Mom: kNm, Mass: T, Acc: g's, Trans: mm, Stress: MPaScales - Frame: 1:110, Load: None, Disp: None, Moment: None, Shear: None, Axial: None, Torsion: None

X

Y

Z(20,30)

Sections:1 254x146 UB 37

Materials:1 STEEL

1

2

3

4

5

6

7 89

10

11

1213

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

4142

43

44

45

4647

4849

5051

52

53 54

5556

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

8485

86 87

8889

90

91

34

78

9

11

12

13

1415

1617181920

2125

31

32

33

34

37

38

39

4041

4243 44 45 46

4748

50

51

52

53

54

55

57

59

6061

62

63

64

65

6667

6869707172

73

74

75

767879

80

81

82

85

86

87

8889

9091 92 93 94

9596

97

98

99

100

101

102

103

104

105

106

107

108109

110

111112

113114

115

116

117

P9-34

SPACE GASS 10.85 - AURECON AUSTRALIA PTY LTDJob: C:\raffles\Roof calcs\space gass\Roof SG model 1 OUTERDesigner: Date: 2 May 2012, 5:14 p.m. Page: 1

STEEL MEMBER DESIGN DATA (m)------------------------Restraint codes are: F => Fixed restraint P => Partial restraint R => Fixed and rotational restraint S => Partial and rotational restraint L => Lateral restraint U => Unrestrained C => Continuous lateral restraint I => Ignore segment

Group: 11 normal members Member list: 11 Compr'n eff lengths: Major axis => 0.600, Minor axis => 0.600 (Unbraced) (Unbraced) Bending eff lengths: +ve bending => 0.600, -ve bending => 0.600 Top flange restr pos'ns: Bot flange restr pos'ns: Top flange restr types: FF Bot flange restr types: FF







P9-35

SPACE GASS 10.85 - AURECON AUSTRALIA PTY LTDJob: C:\raffles\Roof calcs\space gass\Roof SG model 1 OUTERDesigner: Date: 2 May 2012, 5:14 p.m. Page: 96

F = 0.00 kN Fvx = 0.00 kN Fvy = -28.16 kNMx = 75.75 kNm (4.8.3.3) My = 0.00 kNm (Plastic) MLT = 75.75 kNm (Plastic)

Pt = 0.00 kN (4.6) Vw = 0.00 kN (4.4.5.2)Pcx = 1298.00 kN (4.7.4) Pcy = 1255.69 kN (4.7.4)Pvx = 473.94 kN (4.2.3) Pvy = 266.11 kN (4.2.3)Mcx = 132.82 kNm (4.2.5.2) Mcy = 32.18 kNm (4.2.5.1)Mb = 132.82 kNm (4.3.6.4) Mf = 0.00 kNm (4.4.4.2)Mrx = 132.82 kNm (4.8.2.3) Mry = 32.72 kNm (4.8.2.3)Mw = 0.00 kNm (H.3.1) Fw = 0.00 kN (H.3.1)Mcw = 0.00 kNm (H.3.1) Mpw = 0.00 kNm (H.3.1)Pcw = 0.00 kNm (H.3.1) Pw = 0.00 kNm (H.3.1)Max = 132.82 kNm (I.1) May = 0.00 kNm (I.1)Mab = 132.82 kNm (I.1) Mxy = 132.82 kNm (I.1)Mox = 132.82 kNm (I.1) Moy = 0.00 kNm (I.1)Mob = 132.82 kNm (I.1)

Governing mode - Comp and bending/out-plane (I.1(a)) (Pass)

P9-36


11

9.10 Concrete Slab Design - LYSAUGHT BONDEK DESIGN SOFTWARE

The following pages contain program output for the slab design confirmation.

aurecon Leading. VIbrant. Global.

P9-37

Project 227268 | File 227268 - Raffles 25,000T Cement Silo - Structural Calculations - Complete - Rev1.docx | 15 August

2012 | Revision 1

14. Conical Roof Design

Aurecon New Zealand Limited Level 1, 102 Customhouse Quay Wellington 6011 PO Box 1591 Wellington 6140 New Zealand T +64 4 472 9589 F +64 4 472 9922 E [email protected] W aurecongroup.com

Aurecon offices are located in: Angola, Australia, Botswana, China, Ethiopia, Hong Kong, Indonesia, Lesotho, Libya, Malawi, Mozambique, Namibia, New Zealand, Nigeria, Philippines, Singapore, South Africa, Swaziland, Tanzania, Thailand, Uganda, United Arab Emirates, Vietnam.

227268 - Raffles 25,000T Cement Silo - Structural Calculations - ST 09

Documents

Transcript of 227268 - Raffles 25,000T Cement Silo - Structural Calculations - ST 09