Detailed Design South Road & Outer Harbor Rail Line Grade ... · Rail Grade Separation From South Road Detailed Design iv | P a g e Executive Summary Over the years, the South road

Rail Grade Separation From South Road Detailed Design

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Detailed Design

South Road & Outer Harbor Rail Line Grade

Separation

12thJune 2013


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Principal Contacts

Kumaran Kanapathy

Project Manager 0404 340 826

Constantinos Morias Assistant Project Manager/Quality Manager

0416 625 865

June 2013

South Road & Outer Harbor Rail Line Grade

Separation

Detailed Design


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Document History and Status

Revision Description Author Reviewed Approved Date

A Final Version KK CM KK 12/06/2013


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Executive Summary

Over the years, the South road and outer harbour rail line intersection has become an increasingly

large problem with congestion and accidents. Through the completion of a feasibility study, it was

determined that the best solution for this was to separate the two by elevating the railway over

South road and making it an overpass.

As well as developing an over pass over South road, the recommendations of the feasibility study

included elevating the railway over Queen Street. To utilise the space under the bridge between

Queen Street and South road, the feasibility study recommended creating a car park for patrons of

the station. It was also determined that the Croydon station, now situated on the western side of

Queen street, would be elevated on to the bridge and would be moved to the eastern side of Queen

street.

The team at EDGE Engineering has worked together to provide a detailed design that meets the

needs of the client (the Department of Transport and Infrastructure) and the community as well as

providing an economically viable solution.

In addition to this document, there are a number of other documents that should be a consulted:

A Drawings Document, complete with the detailed drawings of this design

An Environmental Management Plan Document

Construction Methodology and relating gant charts

Bill of Quantities Document

A technical specifications and occupational health and safety document

All of these have been completed by EDGE Engineering with the aim of providing a more

comprehensive service.

The total cost of the proposed design will be $ 41.6 M.


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Table of Contents

Document History and Status ................................................................................................................ iii

Executive Summary ................................................................................................................................ iv

Table of Contents .................................................................................................................................... v

Table of Figures ....................................................................................................................................... x

List of Tables .........................................................................................................................................xiv

1. Project Background ....................................................................................................................... 18

2. Introduction .................................................................................................................................. 21

3. Project Funding ............................................................................................................................. 22

4. Deliverables ................................................................................................................................... 23

5. Project Goals & Objectives ............................................................................................................ 24

5.1 Goals………………………………………………………………………………. .................................................. 24

5.2 Objectives ………………………………………………………………………….. .............................................. 25

5.3 Design Requirements………………………………………………….. ………………………………………………….26

5.4 Further considerations…………………………………………………………… .......................................... 27

Detailed Design Breakdown .................................................................................................................. 28

6. Rail Bridge Design ......................................................................................................................... 28

6.1 Railway Traffic Loads……………………………………………………………. ............................................ 29

6.2 Wind Load Calculations……………………………………………………….. ............................................. 35

6.3 Rail Bridge Earthquake Loads……………………………………………… .............................................. 38

6.4 Deck Reinforcement Design…………………………………………… ................................................... 43

6.5 Barrier Between rail and bike/pedestrian lanes……………………… .......................................... 49

6.6 Station Platform…………………………………………………………….. ................................................... 55

6.7 Girder Design for 44.34m…………………………………………………… ............................................... 79

6.8 Girder Design for 37.5m and other shorter spans……………….. ........................................... 102

6.9 Headstocks……………………………………………………………………….. .............................................. 125

6.10 Abutments………………………………………………………………………. ............................................... 147

6.11 Pile Design at Station……………………………………………………. .................................................. 171


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6.12 Pile cap design (station)……………………………………………………………….Error! Bookmark not

defined.

6.13 Piles…………………………………………………………………………………… .. Error! Bookmark not defined.

6.14 Pile cap design (rest of bridge)……………………………………………….Error! Bookmark not

defined.

6.15 Lift opening through deck…………………………………………………… . Error! Bookmark not defined.

6.16 Stormwater Railway Drainage Calculations…………………………. Error! Bookmark not defined.

6.17 Stairs……………………………………………………………………………… ...... Error! Bookmark not defined.

7. Civil Works ....................................................................................... Error! Bookmark not defined.

7.1 New or Realigned Roads…………………………………………………… ... Error! Bookmark not defined.

7.2 Pavement Design…………………………………………………………… ...... Error! Bookmark not defined.

7.2.1 Main Road Pavement Design ........................................... Error! Bookmark not defined.

7.2.2 Side Road Pavement Design............................................. Error! Bookmark not defined.

7.2.3 Car Park Pavement Design ............................................... Error! Bookmark not defined.

7.3 Track Support System………………………………………………………… .. Error! Bookmark not defined.

7.3.1 Track Configuration Design .............................................. Error! Bookmark not defined.

7.3.2 Design of Sleeper Fastening systems, Rails, Sleepers and FasteningsError! Bookmark

not defined.

7.4 Track Ballast…………………………………………………………………………. Error! Bookmark not defined.

7.4.1 Ballast Material ................................................................ Error! Bookmark not defined.

7.4.2 Ballast Profile ................................................................... Error! Bookmark not defined.

7.5 Services………………………………………………………………………………….Error! Bookmark not

defined.

7.5.1 Current Services ............................................................... Error! Bookmark not defined.

7.5.2 New Services .................................................................... Error! Bookmark not defined.

7.5.3 Installation and Relocation of Services ............................ Error! Bookmark not defined.

7.5.4 Installation of Services ..................................................... Error! Bookmark not defined.

7.5.5 Relocation of Services ...................................................... Error! Bookmark not defined.


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7.6 Earth Works……………………………………………………………………………Error! Bookmark not

defined.

7.6.1 Excavations....................................................................... Error! Bookmark not defined.

7.6.2 Communication cable ...................................................... Error! Bookmark not defined.

7.6.3 Electrification ................................................................... Error! Bookmark not defined.

7.6.4 Water Mains ..................................................................... Error! Bookmark not defined.

7.6.5 Storm Water ..................................................................... Error! Bookmark not defined.

7.6.6 Pile Installation ................................................................. Error! Bookmark not defined.

7.6.7 Car Park Pavement ........................................................... Error! Bookmark not defined.

7.6.8 Tree Removal ................................................................... Error! Bookmark not defined.

7.6.9 Cut and fill volume ........................................................... Error! Bookmark not defined.

7.6.10 Soil profile ........................................................................ Error! Bookmark not defined.

7.7 Compaction…………………………………………………………………………. Error! Bookmark not defined.

7.7.1 Road and car park pavement compaction ....................... Error! Bookmark not defined.

7.7.2 Embankment compaction ................................................ Error! Bookmark not defined.

7.7.3 List of materials for Earthwork ........................................ Error! Bookmark not defined.

7.8 Retaining Wall…………………………………………………………………….. Error! Bookmark not defined.

7.8.1 Stability of Retaining Wall ................................................ Error! Bookmark not defined.

7.8.2 Construction ..................................................................... Error! Bookmark not defined.

7.9 Storm Water Drainage System Design…………………………….. .... Error! Bookmark not defined.

7.9.1 Car Park Drainage System Design .................................... Error! Bookmark not defined.

7.9.2 Connection between Rail Drainage and Existing Drainage System Design ............ Error!

Bookmark not defined.

8. Traffic Management......................................................................... Error! Bookmark not defined.

8.1 Traffic Control Devices/Signage……………………………………….. .... Error! Bookmark not defined.

8.2 Road Signage Design…………………………………………………….. ....... Error! Bookmark not defined.

8.3 Existing conditions…………………………………………………………. ...... Error! Bookmark not defined.

8.3.1 Road control devices ........................................................ Error! Bookmark not defined.


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8.4 Regulatory signs……………………………………………………………………..Error! Bookmark not

defined.

8.5 Speed limit series………………………………………………………………… Error! Bookmark not defined.

8.5.1 During Construction ......................................................... Error! Bookmark not defined.

8.5.2 Speed Limit Recommendation ......................................... Error! Bookmark not defined.

8.5.3 After project completion.................................................. Error! Bookmark not defined.

8.5.4 Longitudinal placement ................................................... Error! Bookmark not defined.

8.5.5 Mounting Height and Lateral Placement ......................... Error! Bookmark not defined.

8.5.6 Warning Sign .................................................................... Error! Bookmark not defined.

8.5.7 Lateral Placement and Location ....................................... Error! Bookmark not defined.

8.6 Guide & Service Signs………………………………………………………………….Error! Bookmark not

defined.

8.7 Temporary Signs……………………………………………………………………..Error! Bookmark not

defined.

8.8 Pavement Marking…………………………………………………………………Error! Bookmark not

defined.

8.8.1 Types of Pavement markings ........................................... Error! Bookmark not defined.

8.9 Traffic Management…………………………………………………………………..Error! Bookmark not

defined.

8.9.1 Pedestrian routes for Queen/ Elizabeth Street................ Error! Bookmark not defined.

8.9.2 South Road ....................................................................... Error! Bookmark not defined.

8.9.3 Storage Area and Site Office ............................................ Error! Bookmark not defined.

8.9.4 Detours for Queen Street................................................. Error! Bookmark not defined.

8.10 Car park Entrance/Exit……………………………………………………………………..Error! Bookmark not

defined.

8.11 Public Transport Management…………………………………………………Error! Bookmark not

defined.

8.12 Traffic management plan……………………………………………………………..Error! Bookmark not

defined.


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8.12.1 Stage One ......................................................................... Error! Bookmark not defined.

8.12.2 Stage Two ......................................................................... Error! Bookmark not defined.

8.13 Capacity Check for Detour of South Rd……………………………………………Error! Bookmark not

defined.

8.14 Fill Haulage Management…………………………………………………………Error! Bookmark not

defined.

8.14.1 Girder Transport Management ........................................ Error! Bookmark not defined.

8.15 Emergency Management Response……………………………………… Error! Bookmark not defined.

9. Urban Considerations ...................................................................... Error! Bookmark not defined.

9.1 Bridge & Platform Design……………………………………………….. ..... Error! Bookmark not defined.

9.2 Pedestrians…………………………………………………………………………….Error! Bookmark not

defined.

9.2.1 Pedestrian Walkability ..................................................... Error! Bookmark not defined.

9.3 Cyclists………………………………………………………………………………………..Error! Bookmark not

defined.

9.4 Car Park Design…………………………………………………………………………Error! Bookmark not

defined.

9.5 Aesthetics…………………………………………………………………………………Error! Bookmark not

defined.

9.5.1 Open Spaces ..................................................................... Error! Bookmark not defined.

10. List of Drawings ............................................................................ Error! Bookmark not defined.

11. Works Cited .................................................................................. Error! Bookmark not defined.

12. Appendices ................................................................................... Error! Bookmark not defined.

Appendix A ............................................................................................... Error! Bookmark not defined.

Appendix B ............................................................................................... Error! Bookmark not defined.

Appendix C ............................................................................................... Error! Bookmark not defined.

Appendix D ............................................................................................... Error! Bookmark not defined.

Appendix E ............................................................................................... Error! Bookmark not defined.

Appendix F ............................................................................................... Error! Bookmark not defined.


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Table of Figures

Figure 1: Locality map of project area .................................................................................................. 20

Figure 2: Rail axel spacing ..................................................................................................................... 29

Figure 3: Force diagram for railway traffic loads .................................................................................. 30

Figure 4: Axel configuration .................................................................................................................. 30

Figure 5: Load input for 44.34m span ................................................................................................... 32

Figure 6: load input for 37.5m span ...................................................................................................... 32

Figure 7: Graph from Prokon 1 ............................................................................................................. 33

Figure 8: Graph of Prokon 2 .................................................................................................................. 33

Figure 9: Loading Input Diagram ........................................................................................................... 34

Figure 10: Graph of Prokon 3 ................................................................................................................ 34

Figure 11 - Ultimate Design Moments .................................................................................................. 43

Figure 12 - Ultimate Serviceability Moments ....................................................................................... 43

Figure 13: Magnel's Plot for Mid span (44.34 m).................................................................................. 82

Figure 14: Tendon Limits ....................................................................................................................... 84

Figure 15: Unbonded tendon limits ...................................................................................................... 86

Figure 16: Girder Cross Section 44.34m................................................................................................ 87

Figure 17: Magnel's Plot for Midspan (44.34m) .................................................................................. 90

Figure 18: Calculation of A'c for girder 44.34m .................................................................................... 94

Figure 19: Cross section for girder 37.5m and shorter ....................................................................... 102

Figure 20: Tendon Limits for girder 37.5m and shorter ...................................................................... 107

Figure 21: Unbonded tendon limits .................................................................................................... 109

Figure 22: Girder 37.5m cross section (2) ........................................................................................... 110

Figure 23: Magnel's Plot for Mid span (37.5m) .................................................................................. 112

Figure 24: Calculation of A'c for girder 37.5m and shorter ................................................................ 117

Figure 25: Output graph from Prokon ................................................................................................ 126

Figure 26: Output graph from Prokon 2 ............................................................................................. 131

Figure 27: Column Curve ..................................................................................................................... 145

Figure 28: Column Chart ..................................................................................................................... 146

Figure 29: Abutment Design Dimension ............................................................................................. 148

Figure 30: Reinforcement for section 1 .............................................................................................. 158

Figure 31: Reinforcement for section 2 .............................................................................................. 161

Figure 32: Reinforcement Design for section 3 .................................................................................. 165

Figure 33: Layout of reinforcement bar in abutment design ............................................................. 168


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Figure 34: Design of Piling for Abutment ............................................................................................ 169

Figure 35: Elastomeric Bearing and Bearing Pedestal ........................................................................ 170

Figure 36: Properties of pile ................................................................................................................ 174

Figure 37: Reinforced Concrete Column Chart, g = 0.8 ...................................................................... 176

Figure 38: Reinforced Concrete Column, g = 0.9 ................................................................................ 176

Figure 39: Summary of pile group ....................................................................................................... 178

Figure 40: Side view of pile foundation ................................................... Error! Bookmark not defined.

Figure 41: Pile Properties ......................................................................... Error! Bookmark not defined.

Figure 42: : Reinforced Concrete Column, g = 0.8 ................................... Error! Bookmark not defined.

Figure 43: Reinforced Concrete Column, g = 0.9 ..................................... Error! Bookmark not defined.

Figure 44: Summary of Piles .................................................................... Error! Bookmark not defined.

Figure 45: Side view of pile foundation ................................................... Error! Bookmark not defined.

Figure 46: girder configuration with lift ................................................... Error! Bookmark not defined.

Figure 47: Graph from Prokon ................................................................. Error! Bookmark not defined.

Figure 48: Graph of 50 yrs. ARI 5 minutes duration storm ...................... Error! Bookmark not defined.

Figure 49: Pipe Bracket (1) ....................................................................... Error! Bookmark not defined.

Figure 50: Pipe Bracket (2) ....................................................................... Error! Bookmark not defined.

Figure 51: Design Pavement thickness for each layer (Main Road) ........ Error! Bookmark not defined.

Figure 52: Spreadsheet for calculations of DESA for each layer(Main road)Error! Bookmark not

defined.

Figure 53: Design Pavement thickness for each layer(side road) ............ Error! Bookmark not defined.

Figure 54: Spreadsheet for each layer of pavement (Side road) ............. Error! Bookmark not defined.

Figure 55: Design pavement thickness for each layer (Car park) ............ Error! Bookmark not defined.

Figure 56: Spreadsheet for calculations of DESA for each layer (Car Park)Error! Bookmark not

defined.

Figure 57: Subsurface diagram for each borehole data .......................... Error! Bookmark not defined.

Figure 58: Embankment volume .............................................................. Error! Bookmark not defined.

Figure 59: Coglin Street Cross Section ..................................................... Error! Bookmark not defined.

Figure 60: Triangle of western side of Coglin street at bridge ................. Error! Bookmark not defined.

Figure 61: 2% grade Coglin Street ............................................................ Error! Bookmark not defined.

Figure 62: Car Park Cut and Fill ................................................................ Error! Bookmark not defined.

Figure 63: Storm water layout ................................................................. Error! Bookmark not defined.

Figure 64: An example of Mechanically Stable Earth Wall (MSE) ............ Error! Bookmark not defined.

Figure 65: An example of Mechanically Stable Earth Wall (MSE) ............ Error! Bookmark not defined.


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Figure 66: Full flow conditions ................................................................. Error! Bookmark not defined.

Figure 67: Overland flow for Australian Urban Catchment. .................... Error! Bookmark not defined.

Figure 68: Flow travel time in channels ................................................... Error! Bookmark not defined.

Figure 69: Bypass separator chambers data ............................................ Error! Bookmark not defined.

Figure 70: Example of linear drainage system in car park ....................... Error! Bookmark not defined.

Figure 71: Example of Connection between rail drainage and existing drainage system design. .. Error!


Figure 72: Speed Limit Signs .................................................................... Error! Bookmark not defined.

Figure 73: Side mount Kerbed Roads (Urban) (AS1742.4-2008) ............. Error! Bookmark not defined.

Figure 74: No Entry Sign ........................................................................... Error! Bookmark not defined.

Figure 75: NO Right and Left Turn ........................................................... Error! Bookmark not defined.

Figure 76: Give Way Sign ......................................................................... Error! Bookmark not defined.

Figure 77: Clearway Sign .......................................................................... Error! Bookmark not defined.

Figure 78: Clearance Sign ......................................................................... Error! Bookmark not defined.

Figure 79: Location of Warning Signs in Advance of a Hazard................. Error! Bookmark not defined.

Figure 80: Park and Ride Sign ................................................................... Error! Bookmark not defined.

Figure 81: Parking with User Limitations ................................................. Error! Bookmark not defined.

Figure 82: Way out Sign ........................................................................... Error! Bookmark not defined.

Figure 83: Prepare to Stop Sign ............................................................... Error! Bookmark not defined.

Figure 84: Roadwork Ahead ..................................................................... Error! Bookmark not defined.

Figure 85: End Roadwork ......................................................................... Error! Bookmark not defined.

Figure 86: Detour Ahead .......................................................................... Error! Bookmark not defined.

Figure 87: Detour for Heavy Vehicles ...................................................... Error! Bookmark not defined.

Figure 88: Reduced Speed ....................................................................... Error! Bookmark not defined.

Figure 89: Workers ................................................................................... Error! Bookmark not defined.

Figure 90: Traffic Hazard Ahead ............................................................... Error! Bookmark not defined.

Figure 91: Changed Traffic Conditions Ahead .......................................... Error! Bookmark not defined.

Figure 92: Trucks Entering and Exiting ..................................................... Error! Bookmark not defined.

Figure 93: VSM sign Boards ..................................................................... Error! Bookmark not defined.

Figure 94: Single broken (standard) lines ................................................ Error! Bookmark not defined.

Figure 95: Barrier dividing lines (separates opposing traffic flows only) . Error! Bookmark not defined.

Figure 96: Edge Lines ............................................................................... Error! Bookmark not defined.

Figure 97: Turn Lines ................................................................................ Error! Bookmark not defined.

Figure 98: Give Way Line ......................................................................... Error! Bookmark not defined.


xiv | P a g e

Figure 99: Stop Line.................................................................................. Error! Bookmark not defined.

Figure 100: Stop Line ............................................................................... Error! Bookmark not defined.

Figure 101: Platform wait behind Line ..................................................... Error! Bookmark not defined.

Figure 102: Parking Space out Line .......................................................... Error! Bookmark not defined.

Figure 103: Dedicated Parking Space for People with Disabilities........... Error! Bookmark not defined.

Figure 104: Station Platform Markings .................................................... Error! Bookmark not defined.

Figure 105: Dedicated Parking Space Identification & Delineation ......... Error! Bookmark not defined.

Figure 106: Marking in Parking lot for Disabled Patrons ......................... Error! Bookmark not defined.

Figure 107: Pedestrian and Cyclist Foot Paths on Queen/ Elizabeth StreetError! Bookmark not

defined.

Figure 108: Pedestrian Footpath on Eastern and Western Side of South RoadError! Bookmark not

defined.

Figure 109: Site Office and Storage Area ................................................. Error! Bookmark not defined.

Figure 110: Truck Entrance and Exit ........................................................ Error! Bookmark not defined.

Figure 111: Heavy Vehicle Detour ........................................................... Error! Bookmark not defined.

Figure 112: Normal Traffic Detour ........................................................... Error! Bookmark not defined.

Figure 113: Car park Entrance/Exit .......................................................... Error! Bookmark not defined.

Figure 114: Proposed Routes for Public Transport .................................. Error! Bookmark not defined.

Figure 115: Detour for South Road .......................................................... Error! Bookmark not defined.

Figure 116: Queen/Elizabeth Street ........................................................ Error! Bookmark not defined.

Figure 117: Coglin Street .......................................................................... Error! Bookmark not defined.

Figure 118: Storage Site (from earthworks team) ................................... Error! Bookmark not defined.

Figure 119: Fill Supply Vehicle Routes ..................................................... Error! Bookmark not defined.

Figure 120: Fill Disposal Route ................................................................. Error! Bookmark not defined.

Figure 121: Girder Transport Route ......................................................... Error! Bookmark not defined.

Figure 122: Emergency Management Options Routes ............................ Error! Bookmark not defined.

Figure 123: Layout of station and access points ...................................... Error! Bookmark not defined.

Figure 124: Layout and networks of developed rail bridge ..................... Error! Bookmark not defined.

Figure 125: Walking catchment (5 mins) ................................................. Error! Bookmark not defined.

Figure 126: Days Tce & Queen St ............................................................. Error! Bookmark not defined.

Figure 127: South Rd & Euston Tce .......................................................... Error! Bookmark not defined.

Figure 128: Days & Euston Terrace .......................................................... Error! Bookmark not defined.

Figure 129: Surrounding scenery ............................................................. Error! Bookmark not defined.


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List of Tables

Table 1: Wind Direction Multipliers ...................................................................................................... 35

Table 2: Cardinal Wind Speeds ............................................................................................................. 36

Table 3 - Loads ...................................................................................................................................... 43

Table 4: Details for station platform of top slab. .................................................................................. 55

Table 5: Property for Side beams .......................................................................................................... 60

Table 6: Properties of End beam ........................................................................................................... 65

Table 7: Details of Station Ramp ........................................................................................................... 70

Table 8: Properties of Girder 1(44.34m) ............................................................................................... 79

Table 9: Value for Mid span Magnel's Plot (44.34 m) ........................................................................... 82

Table 10: Properties of Girder 2 (44.34 m span) .................................................................................. 87

Table 11: Values for Magnel's Plot for Mid Span 2(44.34 m) ............................................................... 89

Table 12: Properties of tendon for 44.34 m ......................................................................................... 92

Table 13: Properties of Super Tee Girder for 37.5 m span ................................................................. 102

Table 14: Values for Magnel's Plot for Midspan of 37.5 m ................................................................. 105

Table 15: Properties of Girder for 37.5 m (In service) ........................................................................ 110

Table 16: Values for Magnel's Plot of 37.5 m ..................................................................................... 112

Table 17: Properties of Strand for 37.5 m span. ................................................................................. 115

Table 18: Pier Types ............................................................................................................................ 136

Table 19: Result for Column Chart ...................................................................................................... 144

Table 20: Value for the Unknowns...................................................................................................... 147

Table 21: Dimension for the abutment............................................................................................... 147

Table 22: Calculation of side friction load, Qs .................................................................................... 171

Table 23: Pile Properties ..................................................................................................................... 173

Table 24: Coordinates of Each piles .................................................................................................... 181

Table 25: Each piles Pm and wt .......................................................................................................... 182

Table 26: Pile Properties and Pile cap dimension .................................... Error! Bookmark not defined.

Table 27: Pile Cap Properties ................................................................... Error! Bookmark not defined.

Table 28: Calculation of side friction load, Qs ......................................... Error! Bookmark not defined.

Table 29: Pile Properties .......................................................................... Error! Bookmark not defined.

Table 30: Coordinates of Each piles ......................................................... Error! Bookmark not defined.

Table 31: Pm and WT value of each pile .................................................. Error! Bookmark not defined.

Table 32: Pile properties and pile cap dimension .................................... Error! Bookmark not defined.

Table 33: Pile Cap properties ................................................................... Error! Bookmark not defined.


xvii | P a g e

Table 34: Catchment area of Sump location ............................................ Error! Bookmark not defined.

Table 35: Runoff Coefficient data for each section. ................................ Error! Bookmark not defined.

Table 36: 50 yrs. ARI Rainfall Data ........................................................... Error! Bookmark not defined.

Table 37: 5 minutes duration storm ........................................................ Error! Bookmark not defined.

Table 38: Location of Exit Pipes ............................................................... Error! Bookmark not defined.

Table 39: Approximate travel time for each catchment. ......................... Error! Bookmark not defined.

Table 40: Travel time for each sump location. ........................................ Error! Bookmark not defined.

Table 41: Max flow for exit pipes ............................................................. Error! Bookmark not defined.

Table 42: Selected Pipe Material ............................................................. Error! Bookmark not defined.

Table 43: Manning's Roughness Coefficient for each pipe type .............. Error! Bookmark not defined.

Table 44: Slope of pipes ........................................................................... Error! Bookmark not defined.

Table 45: Capacity of concrete pipes ....................................................... Error! Bookmark not defined.

Table 46: Capacity of PVC pipes. .............................................................. Error! Bookmark not defined.

Table 47: Pipe specification for Rail track. ............................................... Error! Bookmark not defined.

Table 48: Pipe Specification for Bike path. .............................................. Error! Bookmark not defined.

Table 49: Pipe Specification for Station. .................................................. Error! Bookmark not defined.

Table 50: Pipe Specification for Exit Pipes. .............................................. Error! Bookmark not defined.

Table 51: Pipe and water self-weight ...................................................... Error! Bookmark not defined.

Table 52: Maximum shear force .............................................................. Error! Bookmark not defined.

Table 53: Maximum bending moment .................................................... Error! Bookmark not defined.

Table 54: Maximum deflection ................................................................ Error! Bookmark not defined.

Table 55: Pipe dimensions (1) .................................................................. Error! Bookmark not defined.



Table 58: Design Traffic Loading .............................................................. Error! Bookmark not defined.

Table 59: Design Pavement Composition for Main Road. ....................... Error! Bookmark not defined.

Table 60: Design Pavement Composition for Side road .......................... Error! Bookmark not defined.

Table 61: Design Pavement Composition for Car Park ............................ Error! Bookmark not defined.

Table 62: Track Configuration for Broad Gauge Tracks ........................... Error! Bookmark not defined.

Table 63: Fastening System for Concrete Sleepers and Barriers with Resilient Fastening. ............ Error!


Table 64: Sleeper Profile .......................................................................... Error! Bookmark not defined.

Table 65: Ballast Profile ........................................................................... Error! Bookmark not defined.

Table 66 : Ballast Profiles ......................................................................... Error! Bookmark not defined.


xviii | P a g e

Table 67: Minimum Cover for services underground .............................. Error! Bookmark not defined.

Table 68: Total Volumes for cut and fill ................................................... Error! Bookmark not defined.

Table 69: The Reinforced Soil Property ................................................... Error! Bookmark not defined.

Table 70: The unreinforced soil property ................................................ Error! Bookmark not defined.

Table 71: The reinforcement length ........................................................ Error! Bookmark not defined.

Table 72: The retaining wall length details .............................................. Error! Bookmark not defined.

Table 73: The reinforced backfill soil zone each layer soil property detail.Error! Bookmark not

defined.

Table 74: The reinforced backfill soil zone vertical parts ........................ Error! Bookmark not defined.

Table 75: The reinforced backfill soil zone horizontal parts .................... Error! Bookmark not defined.

Table 76: The unreinforced backfill soil zone each layer soil property detailsError! Bookmark not

defined.

Table 77: The unreinforced backfill soil zone vertical parts .................... Error! Bookmark not defined.

Table 78: The unreinforced backfill soil zone horizontal parts ................ Error! Bookmark not defined.

Table 79: Factor of safety for sliding and overturning ............................. Error! Bookmark not defined.

Table 80: Check Maximum stress for bearing capacity ........................... Error! Bookmark not defined.

Table 81: Maximum factored tensile stress details ................................. Error! Bookmark not defined.

Table 82: Pullout friction factor, F ........................................................... Error! Bookmark not defined.

Table 83: Length of reinforcement in the resisting zone, Le ................... Error! Bookmark not defined.

Table 84: Length of Remainder length of reinforcement, La ................... Error! Bookmark not defined.

Table 85: The total length of reinforcement ........................................... Error! Bookmark not defined.

Table 86: Surcharge value ........................................................................ Error! Bookmark not defined.

Table 87: Rail Drainage System Data ....................................................... Error! Bookmark not defined.

Table 88: Result of velocity of each pipe ................................................. Error! Bookmark not defined.

Table 89: Linear drainage pipe maximum carry flow............................... Error! Bookmark not defined.

Table 90: Rainfall Intensity Duration Data (Geographic Location: 34.9333° South; 138.6° East AUSIFD Version

2.0) ............................................................................................................ Error! Bookmark not defined.

Table 91: Car Park Drainage System Design ............................................ Error! Bookmark not defined.

Table 92: Comparison the maximum flow and velocity between sub catchment area in 5 years and

100 years design life and stormwater drainage pipe. ............................. Error! Bookmark not defined.

Table 93: Connection between rail drainage and existing drainage system Design Data. ............. Error!


Table 94: Velocity and length of design drainage pipe ............................ Error! Bookmark not defined.

Table 95: Equipment Required Implementing Detours ........................... Error! Bookmark not defined.


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Table 96: Equipment required for Detour in figure 34 ............................ Error! Bookmark not defined.

Table 97: Equipment required for detour in figure 116 .......................... Error! Bookmark not defined.

Table 98: List of equipment required for detour in figure 117 ................ Error! Bookmark not defined.

Table 99: materials required to implement Fill haulage management planError! Bookmark not

defined.

Table 100: Material required implementing the Girder Transport Management PlanError! Bookmark

not defined.


20 | P a g e

1. Project Background

North-South Corridor

The release of the 30-Year Plan for Greater Adelaide by the South Australian Government reflects a

policy shift towards stronger population growth, demographic change, land development and

employment increases over the next 30 years.

The main objective of the plan is to create an environment which promotes stronger economic

performance through more efficient and effective land use arrangements to support the growth of

new industries. The current transport network will constrain this future growth in the northern

region and ultimately, in the state and national economies.

The North-South Corridor, from Gawler in the north to Old Noarlunga in the south, has a series of

strategic non-stop road links to connect the rapidly expanding industrial and residential growth

areas in the north and the south, providing new opportunities for economic development. The 78

kilometre corridor will comprise four road links:

Northern Expressway from Gawler to Port Wakefield Road

Northern Connector from Port Wakefield Road to the Port River Expressway

South Road from Port River Expressway to the Southern Expressway

Southern Expressway from Darlington to Old Noarlunga

With the opening of the Northern Expressway to traffic in 2010, the completion of the Northern

Connector planning study in 2011 and the commencement of the duplication of the Southern

Expressway between Darlington and Old Noarlunga in 2011, planning of the South Road link

between the Port River Expressway and the Southern Expressway is essential to secure this

important North-South Corridor.

Planning for and delivering this South Road component of the non-stop corridor commenced with

the completion of the Gallipoli Underpass at South Road / Anzac Highway and the grade separation

of the Glenelg tram overpass of South Road in 2009.

The South Road Superway (currently under construction), features an elevated transit corridor with

multiple lanes in each direction, from the Port River Expressway and above the major intersections


21 | P a g e

of South Terrace, Wingfield rail line, Cormack Road, Grand Junction Road and Days Road, returning

to ground level near Taminga Street at Regency Park. Construction is anticipated to be completed by

late 2013.

The Department of Planning, Transport and Infrastructure (DPTI) has now commenced a major

planning study to investigate options for the non-stop corridor for the 9 kilometre section between

the southern end of the South Road Superway (at Regency Park) and the Gallipoli Underpass at

Anzac Highway (Everard Park). The planning study will look at both long term planning and

immediate infrastructure needs for this critical link in Adelaide’s road network.

Outer Harbor Rail Line

The planning study area also includes the Outer Harbor rail line; a dual broad-gauge track that

intersects with South Road, Croydon, at a signalised level crossing. Heavy rail passenger services to

and from Grange and Outer Harbor run at approximately four services per hour in each direction.

Through this area, the Outer Harbor rail line is in close proximity to the Queen Street precinct, a

significant community focal area with its cafés and community meeting spaces. Hence, there is a

strong preference to remove the existing rail level crossing as part of this project, but not a

requirement.


22 | P a g e

Figure 1: Locality map of project area

South RD

Port RD

Study Area


23 | P a g e

2. Introduction

The following document outlines Edge Engineering’s detailed design for the grade separation of

South Road and the Outer Harbor Rail Line.

With the feasibility study complete, it is now our task at Edge Engineering to complete a detailed

design of the recommendations that were specified in the feasibility study. The feasibility study

specified that a railway overpass would be the best solution for this area. Specialty divisions were

created based on the project needs and our employees’ knowledge and experience, which

encompassed all the parameters of the design.Our approach to this design phase has been as holistic

as possible with time constraints that the project had. We aim to provide a service and a solution

that integrates the existing with the new seamlessly and productively improving the community and

connecting areas.

Our division groups for this phase were divided up as so:

Rail Bridge Design Division

Civil Works Division

Environmental and Urban Management Division

Traffic Management Division

Construction Division

Quality Assurance Management Division

Each division groups (consisting of 3-10 employees) has elected a team leader. This team leader has

been elected due to their specialist experience and knowledge in that specific field. Having this

tiered management system coupled with the quality management plans enforced ensures an

effective solution has been achieved for each aspect of the project, through superior communication

within the management structure.


24 | P a g e

3. Project Funding

The Australian and South Australian Governments will be funding this project as is contributes to the

continued development of the South Road North – South corridor, stated by the 30 year plan. Both

levels of government have needs for this project to go ahead. Federal Government is funding project

in order to create a freight network which easily links all around Australia, and the State

Government is funding this project in order to fore fill the 30 year plan for South Australia and the

greater Adelaide.

Areas that future possible funding opportunities may come from:

Local Government

Private Sector

PPP (Public-Private Partnerships)


25 | P a g e

4. Deliverables

Edge Engineering has delivered the following items both within and with adjoined documentationfor

the detailed design:

The detailed design and report

A Quality Management System complete with documents,processes and logs of their

implementation

The Environmental Management Plan

A technical specification and Occupational Health and safety document

Complete drawings of the detailed design

A completed Bill of Quantities


26 | P a g e

5. Project Goals&Objectives

5.1 Goals

The goals of the detailed design remain the same as they have been throughout this project:

Ensure the National Network Transport Link (South Road) fulfils its role in accordance with

both State and National plans, and as a freight link as outlined in the 30-Year Plan for Greater

Adelaide

Support Adelaide’s future economic prosperity and liveability by ensuring efficient and

effective connectivity for people accessing employment, leisure and service opportunities

(both regional and local) and optimise the opportunity for integrated land use outcomes

Provide an integrated solution that directly and indirectly enhances transport system safety

for all road users (including motorists, public transport, pedestrians and cyclists)

Develop a corridor wide solution that makes the best use of both new and existing transport

network infrastructure, and is integrated with the broader multi-modal transport network of

Greater Adelaide

Develop a sustainable solution that provides the optimal balance between economic, social

and environmental outcomes.


27 | P a g e

5.2 Objectives

The objectives for this detailed design remain the same as they have been throughout this project:

To protect and provide freight priority consistent with a National Network Transport Link

between Wingfield and Darlington to the Port of Adelaide, Adelaide Airport and other

industrial and commercial centres consistent with Adelaide’s 30-Year Plan

To improve travel time, reliability and vehicle operating costs in Adelaide’s north-south

transport corridor

To improve accessibility to employment, leisure and service opportunities of Adelaide’s east-

west traffic (including by motorists, public transport, pedestrians and cyclists)

To contribute to the achievement of the SA Government’s public transport mode share target

as outlined in the SA Strategic Plan

To minimise greenhouse gas emissions and improve air quality within the South Road corridor

To reduce the incidence and severity of South Road crashes

To deliver a solution with positive net benefits (monetised plus non-monetised) for South

Australia.


28 | P a g e

5.3 Design Requirements

The minimum requirements that must be met in the design of the grade separation include:

reference to rail design guidelines for heavy passenger rail

a design solution that primarily caters for existing passenger rail demands

minimum separation of 800 metres between passenger rail stations

minimum platform size for passenger rail stations is 7.8 metres wide by 120 metres long, in

order to accommodate four passenger rail cars

posted rail speed of 80 kph for passenger rail services

a design solution that retains flexibility to accommodate the future widening of South Road,

as part of the non-stop North-South Corridor

a design solution that retains flexibility to accommodate future electrification of the Outer

Harbor passenger rail line

a design solution that minimises redundant infrastructure and disruption to traffic flow and

rail schedules during construction (minimum of one lane in each direction along South Road

to be maintained at all times)

Drainage design to comply with standards as defined by Council Stormwater Management

Plans for the surrounding catchments.

Maximum grade of 2% for rail services

Minimum clearance of 5.8m above the roadway for a rail bridge overpass

During construction a minimum of 1 lane either direction on South Rd must be maintained


29 | P a g e

5.4 Further considerations

In developing the detailed design for the grade separation of the Outer Harbor rail line from South

Road (Croydon), the following were considered:

Connectivity requirements

Transport modes (vehicles, cycle, pedestrian)

Local road network

Access (local road network, rail station, DDA compliance etc.)

Public transport impacts and opportunities

Environmental impacts and opportunities

Social impacts and opportunities

Existing site conditions

Land acquisition requirements

Constructability and construction impacts

Operation and maintenance requirements

Economic viability of the detailed design.


30 | P a g e

Detailed Design Breakdown

6. Rail Bridge Design

The rail bridge section has been broken into the following sections with corresponding calculation

sheets:

Section Calculation Job Number

6.1 Railway Traffic Loads RB 1001

6.2 Wind Load Calculations RB 1002

6.3 Rail Bridge Earthquake Loads RB 1003

6.4 Deck Reinforcement Design RB 1004

6.5 Barrier Between rail and bike/pedestrian lanes RB 1005

6.6 Station Platform RB 1006

6.7 Girder Design for 44.34m RB 1007

6.8 Girder Design for 37.5m and other shorter spans RB 1008

6.9 Headstocks RB 1009

6.10 Abutments RB 1010

6.11 Pile Design at Station RB 1011

6.12 Pile cap design (station) RB 1012

6.13 Piles RB 1013

6.14 Pile cap design (rest of bridge) RB 1014

6.15 Lift opening through deck RB 1015

6.16 Stormwater Railway Drainage Calculations RB 1016

6.17 Stairs RB 1017


31 | P a g e

6.1 Railway Traffic Loads

Railway Traffic Load:

Railway traffic load shall consist of groups of vehicles with four axles each having a load of 300 kN,

and have an axle spacing of 2.4 m, 5.9 m and 2.4 m. The spacing between the centres of each vehicle

axle group shall be 25.5 m as per the length of the passenger car. Dimensions were taken from direct

measurement and load was given by DPTI.

The position of the loads and the number of axle groups shall be selected so as to give maximum

load effects in the member under consideration.

Figure 2: Rail axel spacing

Project Title South Road & Outer Harbour Grade Separation – Detailed Design

Subject: Railway Traffic Loads

Job Number: RB 1001 Contract: Rail Bridge Design

Date: 4/6/2013 Prepared: Wang Yuanchang

Sheet: Sheet 1 of 6 Checked: Kathryn McAllister

Client: DPTI Approved: Kumaran Kanapathy


32 | P a g e

Figure 3: Force diagram for railway traffic loads

Dynamic Load Allowance:

The dynamic load allowance (α) for railway live load effects shall be proportion of the static railway

live load, and shall be calculated by the methods specified in AS 5100.2 Cl 8.4. The dynamic load

allowance applies to both the ultimate and serviceability limit states. The design action is equal to

(1+ α) x the load factor x the action under consideration.

Value of α for bending moment for ballasted deck span:

, where Lα is the

characteristic length and taken as the span of the main girder, 44.34 m.





Sheet: 2 of 6 Checked: Kathryn McAllister


Figure 4: Axel configuration


33 | P a g e

Distribution of railway traffic load:

Ballasted deck concrete railway bridges

Railway traffic loads on ballasted deck railway bridges shall be uniformly distributed longitudinally

over a length of 1 m, plus the depth of ballast under the sleeper, plus twice the effective depth of

slab. The total length shall be not greater than the axle spacing.

The loads shall be uniformly distributed laterally over a width equal to the length of the sleepers plus

the depth of ballast below the bottom of the sleepers, plus twice the effective depth of the concrete

slab, unless limited by the extent of the structure. This width shall not be greater than the distance

between centres of adjacent tracks on multiple track railway bridges.

Assumption:

Since each rail track is equally placed on to two girders, the assumption is that the live load from rail

is split equally on to each girder.

Dynamic Load Allowance:

ULS: (1+ α) x the load factor = (1 + 0.064) * 1.6 = 1.70

SLS: (1+ α) x the load factor = (1 + 0.064) * 1.0 = 1.06

Load combination (ULS) = 1.2 G + 1.70 Q

Load combination (SLS) = 1.2 G + 1.064 Q

Distribution of railway traffic load:





Sheet: Sheet 3of 6 Checked: Kathryn McAllister



34 | P a g e

Longitudinally,

Self-weight of girder = 7.587 * 105 * 10-6 * 24 = 18.2 kN/m

Self-weight of deck = 2.1 * 0.2 * 24 = 10.08 kN/m

Self-weight of ballast = 24 * 0.25 * 2.3 = 14 kN/m

Depth of ballast = 0.25 m

Effective depth of slab = 0.15 m

Distribution length = 1 + 0.25 + 2 * 0.15 = 1.55 m

Distribution of railway load per axle = 300 / 1.55 = 191.1 kN/m

Hence, looking longitudinally, the rail load per axle is 191.1 kN/m over its distribution length of 1.55

metres.

Loads input for 44.34 m span:

Figure 5: Load input for 44.34m span

Loads input for 37.5 m span:

Figure 6: load input for 37.5m span





Sheet: Sheet 4of 6 Checked: Kathryn McAllister



35 | P a g e

Output from 44.34 m span:

Figure 7: Graph from Prokon 1

Minimum Moment (without live loads), M1 = 12273 kNm

Maximum Moment (all loads present), M2 = 22464 kN

Output from 37.5 m span:

Figure 8: Graph of Prokon 2

Minimum Moment (without live loads), M1 = 9163 kNm

Maximum Moment(all loads present), M2 = 17096 kNm

Distribution of railway traffic loads laterally,

Length of sleeper = 2.5 m

Depth of ballast = 0.25 m

Effective depth of slab = 0.15 m








36 | P a g e

Distribution length = 2.5 + 0.25 + 2 * 0.15 = 3.05 m

Distribution of railway load per axle = 300 / 3.05 =98.36 kN/m

Hence, looking laterally, the rail load per axle is 98.36 kN/m over its distribution length of 3.05 m.

Loads input:

Figure 9: Loading Input Diagram

Bending Moment Output:

Figure 10: Graph of Prokon 3








37 | P a g e

6.2 Wind Load Calculations

Design wind speed:

Vsit β = VRMd (Mzcat Ms Mt) from section 2.2 (AS1170.2)

Where:

- VR = Regional gust wind speed = 48 from table 3.1, region A1 (1170.2: 2004) for 2000 year

ARI as stated by section 16.2.2 in (AS5100.2: 2004)

- Md= Wind direction multipliers (8 cardinal directions) taken from table 3.2 for region A1

Table 1: Wind Direction Multipliers

Direction Multiplier

N 0.90

NE 0.80

E 0.80

SE 0.80

S 0.85

SW 0.95

W 1.00

NW 0.95

- Mzcat = Terrain/height multiplier = 0.83 with a height of less than 10m from table 4.1 (1170.2:

2004)

- Ms = Shielding multiplier which is a variable that changes depending on the section of

railway that is being analysed due to its long length. Hence a conservative value of 1 is taken.

Table 4.3 (1170.2: 2004)

- Mt = Topographic multiplier where Mt= MH=1 when H/2Lu<0.05. Because there are no

shielding hills in the area, a value of 1 is taken for all directions.


Subject: Wind Load Calculations


Date: 5/6/13 Prepared: Chris Whisson




38 | P a g e

Therefore the cardinal wind speeds can be calculated:

Table 2: Cardinal Wind Speeds

Direction Wind Speed (m/s)

N 35.9

NE 31.9

E 31.9

SE 31.9

S 33.9

SW 37.8

W 39.8

NW 37.8

Calculation of the transverse wind load

Design transverse wind load is given by the equation from section 16.3.1 (AS5100.2: 2004)

Where,

Design wind speed and will be found through linear interpolation. The railway runs 11.3

degrees from perpendicular north. Hence interpolation between North and North east, and South

and South west is required.

Hence the critical wind is from the South West side and is 36.8m/s.

= Area from the critical span of bridge =

= Drag coefficient which is dependent on the b/d ratio where:

o b= the width of the bridge = 17.1m

o d= depth of the bridge = 9.80m








39 | P a g e

Hence b/d = 1.53

And so = 1.7 from figure 16.3.3 (AS5100.2: 2004)

Therefore:

:

Hence,

The is converted to UDL as shown below:








40 | P a g e

6.3 Rail Bridge Earthquake Loads

First the bridge must be categorised from table 14.3.1(AS 5100.2:2004). This earthquake category

depends on:

- The bridge type: This bridge is classed as a type 2 bridge: (that is designed to carry large

volumes of traffic or bridges over other roadways, railways or buildings)

- The product of acceleration coefficient and site factor.

Acceleration coefficient: a= 0.1 in the Adelaide area: from table 2.3 (AS1170.4: 1993)

Site factor: S=1.25 comprised of mainly stiff clays or controlled fill from table

2.4(a) (AS1170.4: 1993)

Hence:

And the bridge earthquake design category from table 14.3.1(AS 5100.2:2004) is BEDC-2.

Requirements for category BEDC-2:

- Static bridge analysis.

- Consider both horizontal and vertical forces.

Static analysis: Horizontal

The formula for horizontal forces is as described in 14.5.2 (AS 5100.2:2004) and below

Where:

- I = Importance factor = 1 because it is a type 2 bridge from table 14.5.3 (AS5100.2)

- S = Site factor = 1.25 (calculated above)

- = Structural response factor = 6 from table 14.5.5 (AS5100.4: 2004)

- = total un factored dead load = 11136kN (calculated below)

- C = Earthquake design coefficient as described in 14.5.4 (AS 5100.2:2004) and below


Subject: Rail Bridge Earthquake load






41 | P a g e

Where:

a

Where:

Where: W = the loadings of the bridge with a maximum span of 44.34m:

Where: L =span = 44.34

Where: E =37400 (65MPa concrete)

Where: I

Where:

Hence








42 | P a g e

Hence,

Hence,

Static analysis: Vertical:

The formula for horizontal forces is as described in 14.5.2 (AS 5100.2:2004) and below

Where:

I = Importance factor = 1 because it is a type 2 bridge from table 14.5.3 (AS5100.2)

S = Site factor = 1.25 (calculated above)

= Structural response factor = 6 from table 14.5.5 (AS5100.4: 2004)

= total un factored dead load = 11136kN (calculated below)

C = Earthquake design coefficient as described in 14.5.4 (AS 5100.2:2004) and below

Where:

a

Where:








43 | P a g e

Where: W = the loadings of the bridge with a maximum span of 44.34m

Where: L =span = 44.34

Where: E =37400 (65MPa concrete)

Where: I

Where:

Hence

Hence








44 | P a g e

Hence

However, according to section 14.5.6 of (AS 5100.2:2004) the vertical design force shall not be less

than 50% of the maximum horizontal design earthquake force in either direction.

Hence,








45 | P a g e

6.4 Deck Reinforcement Design

Bending moments obtained from computer analysis using the following loads and load factors:

Table 3 - Loads

Title Load Ultimate Load Factor Serviceability Load factor

Deck Self Weight Calculated by software 1.2 1

Train Load 150kN/wheel 1.6 1

Ballast 2.94kN/m 1.7 1.3

Pedestrians 5kN 1.8 1

Track 0.6kN/m track 1.7 1.3

Barriers 7.2kN & 21.6kN 1.2 1

Sleepers 0.5kN 1.7 1.3

Load factors were obtained from AS5100.1. Diagrams of Space Gass output are provided below.

Figure 11 - Ultimate Design Moments

Figure 12 - Ultimate Serviceability Moments


Subject: Deck Reinforcement Design


Date: 3/6/2013 Prepared: Chris Baird




46 | P a g e

Ultimate:

Serviceability:

Exposure Classification: B1, Minimum cover: 40mm

, Try N12 bars top and bottom

Design for 1m wide strip

Minimum design bending moment:

Top Reinforcement (Negative)








47 | P a g e

Try N12 bars at 250cts (440mm2/m)

Bottom Reinforcement (Positive)

Try N12 bars at 200cts (550mm2/m)








48 | P a g e

Use N12 at 250cts top and N12 at 200cts bottom

Crack Control

Shrinkage and temperature

Minimum steel met in primary direction.

Steel required in secondary direction:

Use N12 at 175cts top and bottom (1358mm2/m)

Crack Control for Flexure

Calculate stress in steel assuming section is cracked, assuming top steel is in tension

Maximum Steel Stress,

Positive








49 | P a g e

above top steel

Negative

above top steel








50 | P a g e

Centre to Centre spacing of all bars is less than 300mm

Development Length

Splicing

Top and bottom steel to be comprised of alternating rows of 11.1m and 6.4m bars and 10.5m and

7m bars with 500mm lap length. Secondary direction steel to be comprised of 9m long bars with

500mm laps, staggered between adjacent bars. See drawings for more details.

For the detailed drawings of the deck see drawing 14 (plan view of the deck detail) and 15 (cross

section of deck detail).








51 | P a g e

6.5 Barrier Between rail and bike/pedestrian lanes

As stated in the design brief, the barrier will have a height of the 1.5m. The Australian standards (AS

5100.1 Clause 12.1) states that where cyclists may use the pedestrian way, the minimum railing

height shall be 1.3 m from the top of the pedestrian way. As the railway will be considered for

electrification, the Australian standards (AS 5100.1 Clause 12.2) states that protection barriers shall

be provided on all bridges over electrified railways and tramways where pedestrian access is

possible. The design and extent of these barriers shall be as required by the railway authority. Where

high barriers are to be provided, sight distances shall be considered in the design and positioning of

such barriers, particularly on curves or close to intersections.

Comparing the bridge design to the bridge conditions in the Australian Standards (AS 5100.1 Clause

10.5.6), the specific performance level barrier was chosen as these barriers shall be provided for

the effective containment of heavy, high centre of gravity vehicles in high risk situations on

high speed freeways, major highways and urban arterial roads with a high volume of mixed

heavy vehicles

site-specific, unusual conditions at critical locations

Locations where it is essential that penetration or vaulting by vehicles specified by the

authority under impact conditions needs to be prevented.

Minimum effective height for the specific performance level barrier was (AS 5100.2

Appendix A, A3)

Therefore, according to the standards (AS 3845 clause 3.6) and design brief, the barrier will be a

concrete road safety barrier type F, which meets test level 3.


Subject: Barrier between rail andbike/pedestrian lanes


Date: 3/6/2013 Prepared: Fezulla Dzeladini




52 | P a g e

Design as two way slab:

Using the Standards (AS 3600Table 6.10.3.2A)

Barrier height:

Barrier length:

Area:

Using the Arc Reinforcement handbook

Try

Bar diameter:

Barrier thickness:

Min Cover:

Concrete Strength: (AS 3600 table 3.1.2)

Yield strength:

According to AS 5100.2 Clause 10.4.4, including the superstructure, within horizontally and

vertically of the centre-line of the nearest railway track shall be designed for a minimum

collision load applied as an ultimate design load. The collision load shall be applied in any direction.

Dead load:


Subject: Barrier between rail andbike/pedestrian lanes






53 | P a g e

Uniformly distributed design load, factored for strength or serviceability

The design bending moments in a slab shall be determined as follows (AS 3600Table 6.10.3.2):

The positive design bending moments at midspan, and

on strips of unit width spanning

and , respectively, shall be calculated

The negative design bending moments at a continuous edge shall be taken as 1.33 times the

midspan values in the direction considered


Subject: Barrier between rail and bike/pedestrian lanes






54 | P a g e

The negative design bending moment at a discontinuous edge, where there is a likelihood of

restraint, may be taken as

Strength of a beam in bending (AS Clause 8.1.3):

(Within the limits )

Effective depth long span:

Effective depth short span:

Slab reinforcement at mid-span:








55 | P a g e

From reinforcement handbook, with 200 spacing

, Ductility OK

> OK

Use for both primary and secondary directions.








56 | P a g e

Sight lines:

Barriers shall not impede the required sight lines for the public and train drivers. Barriers wont

impede as raillway is a straight line.

Protection screens:

According to the Australian standards (AS 5100.1 Clause 12.3), protection screens will be used to

prevent objects falling or being thrown from pedestrian bridges or pedestrian ways. The protection

screen will have a minimum height of above the roadway or walkway surface.

For the detailed drawings relating to the barrier consult drawing 28.








57 | P a g e

6.6 Station Platform Top Slab

Table 4: Details for station platform of top slab.

f'c 40 MPa

Ly 10 m

Lx 8.4 m

Height 0.3 m

No of Slab Spans 12

Total Span 120 m

fd 81.64 kN/m2

βx 0.0415

βy 0.034

Loads:

Dead loads (G):

Slab self weight:

Services: 1

Asphalt:

Furniture: 10 {taken as a conservative value

Total = 18.73

Earthquake load (E) = 15.5/height =15.5/0.3 = 51.67

Live Load (Q):

Pedestrian load from AS1170.1: 5kpa


Subject: Station Platform


Date: 7/6/2013 Prepared: Kathryn McAllister

Sheet: Sheet 1 of 24 Checked: Kumaran Kanapathy



58 | P a g e

X direction

Moments:

Positive moment at mid-span:

Negative moment at outside edges:

Negative moment at middle beams:

Reinforcement:

D =300mm, cover = 20mm, diameter of reinforcement bar db= 24mm, fsy = 500MPa, φ = 0.8

F’csy =

Top Reinforcement:

Therefore the minimum area of reinforcing is considered instead, and N24 at 100mm spacing is used

as this has an area of 4500mm2.

Ductility check:








59 | P a g e

Mu>M* therefore this reinforcing is adequate.

Bottom Reinforcement:



Ductility check:









60 | P a g e

Y direction

Moments:




Reinforcement:


F’csy =

Top Reinforcement:



Ductility check:








61 | P a g e





Ductility check:









62 | P a g e

Side Beams

There are 12 of these beams on each side, therefore there are 24 of these beams.

Table 5: Property for Side beams

f'c 32.000 MPa

l 10.000 m

b 0.800 m

D 1.225 m

cover 25.000 mm

Loads:

Dead loads (G):

Beam self weight:

Slab: 1 {Taken from the total dead load of the slab}

Total = 48.13

Earthquake load (E) = 15.5/length =15.5/10 = 1.55 {the length that the earthquake load acts

on}

Live Load (Q):









63 | P a g e

Bottom Reinforcing:

D =1225mm, cover = 25mm, diameter of reinforcement bar db= 16mm, ligs=10mm, fsy = 500MPa

Therefore use 11N16 reinforcing bars, which have an area of 2200mm2.

Ductility Check:

ΦMu>M* therefore this reinforcing is adequate for the bottom of the beam.

Top Reinforcing:

Assume 3N16, with an area of 600mm2.

, , and

Assume kud =dc is located at 57.7mm and T=1100000;








64 | P a g e

Ductility Check:

Mu>M* therefore this reinforcing is adequate for the top of the beam.

Shear Reinforcement:








65 | P a g e

Therefore shear reinforcement is needed in these beams.

To determine the reinforcing required at these beam supports the following method is followed.

The minimum area of shear reinforcement provided in the beam is given by equation 8.2.8 AS3600

The spacing is assumed to be the minimum of 0.5D (=612.5mm) or 300mm, so s = 300mm

Fsy =500MPa

The area of 168mm2 governs in this particular case.

To work out the minimum shear strength of the beam the following equation from AS 3600 -2009

8.2.9 is applied. The Vuc value is calculated with the Asv, min, so Vuc = 77.315kN.








66 | P a g e

645.636kN is the governing value for the minimum Vu value

As

Taken from AS 3600-2009 8.2.2, therefore the required shear force of the steel is:

For perpendicular reinforcement the AS3600-2009 code used equation 8.2.10(1)

Assuming N12 Ligs are used:

Fsy = 500MPa, Asv = 220mm2 and θv is taken as 45°, so Cot θv= 1

Therefore the spacing is

Therefore N12 Ligatures are used at 300mm Centres








67 | P a g e

End/Cross Beams:

There are 13 of these beams at 10m intervals.

Table 6: Properties of End beam

f'c 32.000 MPa

l 6.800 m

b 0.500 m

D 1.225 m

cover 25.000 mm

Loads:

Dead loads (G):

Beam self weight:

Slab: 1 {Taken from the total dead load of the slab}

Total = 48.13

Earthquake load (E) = 15.5/length =15.5/6.8 = 2.279 {the length that the earthquake load

acts on}

Live Load (Q):









68 | P a g e

Bottom Reinforcing:

D =1225mm, cover = 25mm, diameter of reinforcement bar db= 16mm, ligs=10mm, fsy = 500MPa

Therefore use 5N16 reinforcing bars, which have an area of 1000mm2.

Ductility Check:

ΦMu>M* therefore this reinforcing is adequate for the bottom of the beam.

Top Reinforcing:

Assume 2N16, with an area of 400mm2.

, , and

Assume kud =dc is located at 44.5mm and T=500000;








69 | P a g e

Ductility Check:

Mu>M* therefore this reinforcing is adequate for the top of the beam.

Shear Reinforcement:








70 | P a g e

Therefore shear reinforcement is needed in these beams.

To determine the reinforcing required at these beam supports the following method is followed.

The minimum area of shear reinforcement provided in the beam is given by equation 8.2.8 AS3600

The spacing is assumed to be the minimum of 0.5D (=612.5mm) or 300mm, so s = 300mm

Fsy =500MPa

The area of 105mm2 governs in this particular case.

To work out the minimum shear strength of the beam the following equation from AS 3600 -2009

8.2.9 is applied. The Vuc value is calculated with the Asv, min, so Vuc = 48.322kN.








71 | P a g e

403.522kN is the governing value for the minimum Vu value

As

Taken from AS 3600-2009 8.2.2, therefore the required shear force of the steel is:

For perpendicular reinforcement the AS3600-2009 code used equation 8.2.10(1)

Assuming N12 Ligs are used:

Fsy = 500MPa, Asv = 220mm2 and θv is taken as 45°, so Cot θv= 1

Therefore the spacing is

Therefore N12 Ligatures are used at 300mm Centres








72 | P a g e

Station Ramp

The station ramp is made up of a reinforced top slab and then one way reinforced walls to hold it up.

The ramp goes to the top of the rails height, meaning that total height of the ramp is 1.2m.

Table 7: Details of Station Ramp

f'c 40 MPa

Ly 16.8 m

Lx 4 m

Height 0.25 m

Loads:

Dead loads (G):

Slab self-weight:

Asphalt:

Total = 6.53

Earthquake load (E) = 15.5/height =15.5/0.25 = 62

Live Load (Q):









73 | P a g e

X direction

Moments:




Reinforcement:


F’csy =

Top Reinforcement:

Therefore use N16 at 75mm spacing is used as this has an area of 2667mm2.

Ductility check:








74 | P a g e



Therefore use N16 at 100mm spacing is used as this has an area of 2000mm2.

Ductility check:


Y direction

Moments:




.16








75 | P a g e

Reinforcement:


F’csy =

Top Reinforcement:



Ductility check:










76 | P a g e



Ductility check:


The walls for the ramp are designed as a one way slab, designed for a 1m section, this is then applied

to the entire 16.8m length of the ramp.

Loads:

Dead loads (G):

Wall self-weight:

Slab self-weight:

Total = 11.3

Earthquake load (E) = 15.5/length=15.5/1.525 = 10.2








77 | P a g e

Live Load (Q):


Moments:

Negative Moments {AS 3600 6.10.2.2} =

Positive Moments {AS 3600 6.10.2.3} =

Shear Force:

The minimum shear force as outlined in AS5100.5 equation 9.2.1(1) is given by the equation:

The following formulas are taken from AS3600 section 6.10.2.4.

Interior Span =

Midspan Span =

End Span =








78 | P a g e

Reinforcement Design:

N16 reinforcement bars are to be considered in the design of the reinforcement.

The minimum area of reinforcing is given as 0.0025bd, given in AS5100.5 section 9.1.1.

For the top reinforcing the negative moment of 7.27kN.m is to be used.

Where:

Ψ =0.8, fsy = 500MPa and Zu = 0.925d (due to slabs being ductile). So,

Therefore due to the minimum reinforcing area, N12 at 225mm spacing shall be used, as this has an

area of 440mm2.

Ductility check:

Where:

Ast = 435mm2

fsy = 500MPa

f’c = 40MPa

b = 1000mm








79 | P a g e

γ = 1.05-0.007f’c = 0.77

d = 174mm

Therefore:

This means that the slab is still ductile and the reinforcement is suitable.

For the bottom reinforcing the positive moment of 6.61kN.m is to be used.

Where:

Ψ =0.8, fsy = 500MPa and Zu = 0.925d (due to slabs being ductile). So,

Therefore due to the minimum reinforcing area, N12 at 225mm spacing shall be used, as this has an

area of 440mm2.

Ductility check:

Where:

Ast = 440mm2








80 | P a g e

fsy = 500MPa

f’c = 40MPa

b = 1000mm

γ = 1.05-0.007f’c = 0.77

d = 174mm

Therefore:

The slab is still ductile and the reinforcement is suitable.

This means that N12 reinforcement with 225mm spacing is to be for the entire length of the wall.

For the detailed drawing relating to the station consult drawings 17 (plan view of platform) and 18

(details of platform).








81 | P a g e

6.7 Girder Design for 44.34m

Girder Design (44.34m):

The pre-tensioned girder is designed with consideration of the in-service stage and the construction

stage. Therefore, the following critical moments near the mid-span provided from software analysis

are from the two different stages.

In-service:

Minimum Moment, M1 = 12273 kNm

Maximum Moment, M2 = 22464 kNm

Construction:



In the in-service stage, the girder and the deck are joined together, hence, it can be considered to

have composite properties.

Table 8: Properties of Girder 1(44.34m)

D (mm) Area (mm2) Ix (mm4) Yb (mm) Zt (mm3) Zb (mm3)

1800 1.134 x 106 5.686 x 1011 1237 1.010 x 109 4.597 x 108

Using critical stress state (CSS) analysis, the following equations are used to determine the required

prestress force and the location for the tendons. Since the bridge is a simply supported span, the

minimum and maximum moments, M1 and M2 are also positive. This will require Case A of

prestressing.


Subject: Girder Design for 44.34m

Job Number: RB 1007(i) Contract: Rail Bridge Design





82 | P a g e

Where H is the prestress force, is the effective prestress coefficient (assumed 0.85 initially).

f’c = 100 MPa

f’cp = 67.7 MPa

c = α1 * f’cp = 0.6 * 67.7 = 40.62 MPa

ct = α2 * = 0.3* = 2.47 MPa

Rearranging equations A1 with A3 and A2 with A4, the section modulus becomes:

Do an initial check that the girder’s section moduli are adequate.

Zt = 1.010 x 109mm3 > Ix / yt = 5.686 x 1011/ 563 = 2.82 * 108 mm3

Zb = 4.597 x 108mm3 > Ix / yb = 5.686 x 1011/ 1237 = 3.25 * 108 mm3

Hence, the girder’s section moduli are adequate.

Prestress Force:

Next would be attempting to solve for H using equation (A-1) * η * Zt + equation (A-4) * Zb








83 | P a g e

Which yields

Eccentricity from Centroid:

From H, determine the eccentricity at midspan.

Therefore, the H is 7824.24 kN with eccentricity of 1645.38mm.

Magnel’s Plot:

A more accurate method is to plot out a Magnel’s plot with the 4 equations and to find a suitable

eccentricity and prestress force.








84 | P a g e

Table 9: Value for Mid span Magnel'sPlot (44.34 m)

H (kN) H (N) 1/H e1 e2 e3 e4

15000 15000000 6.667E-08 1891.480 1650.117 -548.606 1260.048

25000 25000000 0.00000004 1497.722 824.932 33.670 590.891

Figure 13: Magnel's Plot for Mid span (44.34 m)

From the plot, the eccentricity lies between A2 and A4. A suitable prestress force would be 20000 kN

with an eccentricity of 845mm.

To further check the criteria, calculations can be done by satisfying the equations below with the

chosen e and H value.

-1000.000

-500.000

0.000

500.000

1000.000

1500.000

2000.000

2500.000

0 2E-08 4E-08 6E-08 8E-08

ecc

en

tric

ity

(mm

)

1/H

Magnel's Plot Midspan Section

A1

A2

A3

A4








85 | P a g e

The variables are unchanged from the previous calculation steps, except H = 20000 kN and e = 845

mm.

M1 =12273 kNm, M2 = 22464 kNm

c = α1 * f’cp = 0.6 * 67.7 = 40.62 MPa

ct = α2 * = 0.3* = 2.47 MPa

Zt = 1.010 x 109 mm3

Zb = 4.597 x 108 mm3

The four equations are satisfied, therefore the design is valid.

Limiting Zone at Mid-span:

Recalculating the limiting zone at midspan using 20000 kN of H force.








86 | P a g e

The governing eccentricities are 1134.4 mm and 841.8 mm. Again, the chosen value of 845 mm lies

within the range.

Limiting Zone at Supports:

Next is to find out the eccentricity at the support points using the same H force of 20000 kN. The

moments at the support are zero. Similar steps are used to find the eccentricity at the support

section.

The governing eccentricities are +520.73 mm and -480 mm.

Tendons Limiting Zone Profile:

Figure 14: Tendon Limits








87 | P a g e

From the profile, it can be clearly seen that the eccentricity at the mid-span does not lie in the

eccentricity range at the supports. However, in practice, the tendons run in a horizontal line

meaning that it must only have a single eccentricity throughout the whole length. This problem can

be rectified by unbonding part of the tendons near the support to increase the eccentricity range.

Unbonded Tendons:

The purposes of unbonding tendons near the ends is to increase the eccentricity range and also to

reduce the prestress force near the ends, as it might cause too large a negative moment since the

positive moment is a lot less near the ends than in mid-span in a simply supported girder. The

approach is to find the length from the support to the section where the positive and negative

moments are at balance when full bonding tendons start.

40% of the tendons are unbonded at start.

H = 0.6 * 20000 = 12000 kN

Find out the new eccentricity limits at supports using the four equations, since the prestressed force

is reduced.

The new governing eccentricities are +1114.83 mm and -524 mm.

This new range of eccentricities is acceptable for the chosen 845 mm.

Determine length of unbonding:

From software analysis, at 7.5 m, the moments M1 = 7000 kNm and M2 = 12737 kNm.








88 | P a g e

Criteria Check with A-1, A-2, A-3 and A-4 yields,

(Note that the H value is still 20000 kNm since the end of unbonding is the start of full bonding.)

Therefore, 40% of the tendons will be unbonded 7.5 m from support at both ends, so that a single

eccentricity will run throughout the girder.

Figure 15: Unbonded tendon limits








89 | P a g e

Girder in Construction Stage:

In this stage, only the self-weight of girder and fresh concrete during formwork of deck is considered. The deck is not yet joined together with the girder; hence only consider the section properties of girder.

Table 10: Properties of Girder 2 (44.34 m span)


1800 7.587 x 105 3.205 x 1011 909 3.596 x 108 3.527 x 108

Figure 16: Girder Cross Section 44.34m

Minimum Moment, M1 = 5470 kNm Maximum Moment, M2 = 8318 kNm

The steps are similar to previous calculations. Using CSS approach, Case A of prestressing, determine if the girder in construction stage is adequate and has the same eccentricity and prestress value as in in-service stage.









90 | P a g e

f’c = 100 MPa

f’cp = 67.7 MPa

c = α1 * f’cp = 0.6 * 67.7 = 40.62 MPa

ct = α2 * = 0.3* = 2.47 MPa



Zt = 3.596 x 108 mm3 > Ix / yt = 3.205 x 1011/ 891 = 8.59 * 107 mm3

Zb = 3.527 x 108 mm3 > Ix / yb = 3.205 x 1011/ 909 = 9.92 * 107 mm3


Prestress Force:

Solving for H using equation (A-1) * η * Zt + equation (A-4) * Zb

Which yields









91 | P a g e


Therefore, the H is 2560.7 kN with eccentricity of 2957 mm. The prestress force required is lower

and the eccentricity is higher than those in in-service stage. This is expected, since the loads are

lighter. Since the eccentricity in in-service stage is already found, the same location of eccentricity

should be used for construction stage as well.

e = 909 – (1237 – 845) = 517 mm

Magnel’s plot:

Table 11: Values for Magnel's Plot for Mid Span 2(44.34 m)

H (kN) H (N) 1/H e1 e2 e3 e4

15000 15000000 6.667E-08 897.971 854.745 -19.485 119.409

25000 25000000 0.00000004 728.427 326.958 177.954 -114.244








92 | P a g e

Figure 17: Magnel's Plot for Midspan (44.34m)

From the plot, the acceptable region lies between A2 and A3. The chosen prestress force of 20000

kN and eccentricity of 517 mm lies within that region.




mm.

M1 =5470 kNm, M2 = 8318 kNm

-200.000

0.000

200.000

400.000

600.000

800.000

1000.000

0 2E-08 4E-08 6E-08 8E-08

ecc

en

tric

ity

(mm

)

1/H


A1

A2

A3

A4








93 | P a g e

c = α1 * f’cp = 0.6 * 67.7 = 40.62 MPa

ct = α2 * = 0.3* = 2.47 MPa

Zt = 3.596 x 108 mm3

Zb = 3.527 x 108 mm3











94 | P a g e

The governing eccentricities are 524.9 mm and 103.9 mm. Again, the chosen value of 517mm lies

within the range.


Since it has been found that 40% of tendons will be unbounded near the supports, next is to find out

the eccentricity at the support points using H force of 12000 kN. The moments at the support are

zero. Similar steps are used to find the eccentricity at the support section.

The governing eccentricities are +548.1 mm and -550 mm. The chosen value of 517 mm lies within

the range. Therefore, the location of eccentricity is the same for both stages and the unbonded

section is also satisfactory for the construction stage.

No. of Tendons:

7-wire ordinary strands of 15.2 mm in nominal diameter are to be used.

Table 12: Properties of tendon for 44.34 m

Type Nominal diameter

(mm)

Nominal cross-sectional

area (mm2)

Nominal tensile

strength (MPa)

7-wire ordinary 15.2 143.0 1830

fpu = 1830 MPa

fpy = 0.82 * fpu = 1500.6 MPa

Area of prestress required, Apt = H/ fpy = 20000 * 103 / 1500.6 = 13328 mm2

No. of strands = 13328 / 143 = 93

Assuming there are seven 7-wire ordinary strands in one anchorage,

No. of tendons = 93/7 = 13








95 | P a g e

Reinforcement and Moment Capacity:

Moment capacity is checked for in-service stage, since it is the most critical.

cover = 30 mm regardless of exposure classification as per SCI standards.

dia. sc = 24 mm

Assume 30N24 = 13500 mm2

dia. st = 20 mm

Assume 4N20 = 1240 mm2

Ligatures = N16

Apt = 13328 mm2

D = 1800 mm

bef = 2100 mm

yt = 563 mm

yb = 1237 mm

dsc = 30 + 16 + 24 / 2 = 58 mm

dst = 1800 – 30 – 16 – (20 / 2) = 1744 mm

e = 845 mm

do = 1744 mm

dp = 845 + 563 = 1408 mm

f’c = 100 MPa

f’cp = 67.7 MPa

fpu = 1830 MPa

fpy = 0.82 * fpu = 1500.6 MPa

fsy = 500 MPa

α2 = 1 – 0.003 * f’c = 0.7

γ = 1.05 – 0.007 * f’c = 0.35 take as 0.67 (0.67 <γ < 0.85)

Ultimate moment equation:

Mu = σpuAptdp + fsyAstdst – fsyAscdsc – α2f’cA’cd’c

σpu = fpu (1 – k1k2 / γ)

where k1 = 0.4 since fpy / fp< 0.9 1500.6 / 1830 = 0.82








96 | P a g e

k2 = [fpuApt + fsy(Ast - Asc)] / (befdpf’c)

= [1830 * 13328 + 500 * (1240 – 13500)] / (2100 * 1408 * 100)

= 0.06 however, needs to be ≥ 0.17

σpu = 1830 * (1 – 0.4 * 0.17 / 0.67) = 1644.3 MPa

A’c = [σpuApt+fsy(Ast – Asc)] / (α2f’c)

= [1644.3 * 13328 + 500 * (1240 – 13500)] / (0.7 * 100)

= 225497.37 mm2

Figure 18: Calculation of A'c for girder 44.34m

Considering top part in compression, A’c can be equated to the area of compression.

A’c = 75 * 2100 + 2 * (γkud – 75) * 120

γkud = (225497.37 – 75 * 2100 + 18000) / 240

= 358.3 mm

Mean effective depth, d = (fpyAptdp + fsyAstdst) / (fpyApt + fsyAst)

d = (1500.6 * 13328 * 1408 + 500 * 1240 * 1744) / ( 1500.6 * 13328 + 500 * 1240)

= 1418.1 mm

ku = γkud / (γ*d) = 358.3 / (0.67 * 1418.1) = 0.377 > 0.36 (slightly over but close enough)

Therefore, the girder can be considered as ductile.

Distance from surface to centroid of compression zone, d’c

d’c = {(2100 * 75 * 37.5) + 2 * (γkud - 75) * 120 *[(γkud - 75) / 2 + 75)]} / A’c

= 91.52 mm








97 | P a g e

Mu = 1644.3 * 13328 * 1408 + 500 * 1240 * 1744 – 500 * 13500 * 58 – 0.7 * 100 * 225497.37 * 91.52

= 30101 kNm

φ Mu = 0.8 * 30101 = 24080.8 kNm > M* = 22464 kNm

Hence, the moment capacity is satisfactory. Also, the reinforcement in place is acceptable, 30N24 in

top flange and 4N20 in bottom flange.

Development Length:

Tension:

k1 = 1.0

k2 = (132 – db)/100 = 1.12

k3 = 0.7

Hence the development length is 580 mm.

Compression:


Splicing Length:

Tension:








98 | P a g e

The lapping length is 725 mm.

Compression:


Transmission Length of Tendons:

Transmission length = 60db = 60 * 15.2 = 912 mm

Cracking moment:

Mcr = Zb(f’ct.f + ηH / A) + ηH.e

= 4.597 x 108 * [0.6* + 0.85 * 20000 * 103 / (1.134 x 106)] + 0.85 * 20000 * 103 * 845

= 24141.3 kNm > M* = 22464

Hence, the cracking moment is satisfactory.

Deflection:

∆LL =

∆T =

Short term deflection:








99 | P a g e

Pre-camber required: 215 – 56 = 159 mm

Long term multiplier for shrinkage and creep:

Total deflection = 56 + 92 = 148 mm < ∆T

A pre-cambering of 159 mm in mid span is required for the girder.

Shear Capacity:

Near support:

Web-shear cracking:

Vuc = Vt + Pv

Pv = 0 (no tendon curvature)

Vt = shear force, which in combination with the prestressing force and other action effects at the

section, would produce a principal tensile stress of f’ct at either the centroidal axis or the

intersection of flange and web, whichever is more critical.

Formulae to use:








100 | P a g e

At centroidal axis:

First moment of area below centroid axis = 871* 240 * 435.5 + 700 * 320 * 1077 = 332.2 * 106 mm3

σ = - H / A = -12000 * 103 / 1113400 = -10.8 MPa

τ = 332.2 * 106 * Vt / (5.686 * 1011 * 240) = 2.43 * 10-6VtMPa

At intersection of web and flange:

First moment of area to intersection = 2100 * 75 * 525.5 = 82.76 * 106 mm3

τ = 82.76 * 106 * Vt / (5.686 * 1011 * 240) = 6.06 * 10-7VtMPa








101 | P a g e

Hence, it is more critical at centroidal axis.

Vuc = Vt = 2802 kN

φVuc = 0.7 * 2802 = 1961.4 kN < V* = 2094 kN

> V* = 2094 kN

Provide Asv.min,

Asv.min = 0.06

= 0.06 *

= 86.4 50.4 mm2

Choose N16 ligatures, which has 2* 201 mm2

Therefore, N16 @ 300 spacing ligatures is and is more than adequate.

End Zone Design:

fpi = 0.7 * fpu = 0.7 * 1830 = 1281 MPa

Apt at end zone = 0.6 * 13328 = 7996.8 mm2

Total Pt at end zone = Apt * fpi = 7996.8 * 1281 = 10243.9 kN

Pt strands centroid from the soffit:

ypt = (2 * 143 * 1725 + 6 * 143 * 126.9 + 5 * 143 * 176.9) / (13 * 143) = 392 mm

e = yb – ypt = 1237 – 392 = 845 mm








102 | P a g e

Stress in concrete at different levels:

Top:

Bottom:

Web-flange:

Centroid:

c = stress * area

c1 = * 75 * 2100 = 99.2 kN, y1 = 563 – 75/2 = 525.5 mm

c2 = ( – ) / 2 * 75 * 2100 = 89.7 kN, y2 = 563 – 2/3 * 75 = 513 mm

c3 = * 240 * (563 – 75) = 207.3 kN, y3 = 563 – 75 = 488 mm

c4 = (9.20 – ) / 2 * 240 * (563 – 75) = 435.1 kN, y4 = 1286 / 3 = 428.67 mm

M = Σ ciyi = c1 * y1 + c2 * y2 + c3 * y3 + c4 * y4 = 385.8 kNm

Ast = 2M / (fsy * h) = 2 * 385.8 * 106 / (500 * 1800) = 857 mm2

Therefore, 6 legged of N16 = 1206 mm2 should be used within the transmission length in addition to

the shear stirrups.

Prestress Losses:

Area of prestress, Apt = 13288 mm2








103 | P a g e

Prestress force at transfer Pi = 20000 kN

Elastic modulus of concrete Ec = 42200 MPa

Elastic modulus of prestress, Ep= 200000 MPa

Stress = Pi / Apt = 1505 MPa

Eccentricity, e = 845 mm

Radius of gyration, r = 715.6 mm2

Stress after elastic shortening loss,

Loss ratio = 1305 / 1505 = 0.87

Close to value assumed initially.

Detailing:

For the drawings relating to the 44.34m girder consult drawings 11 (cross section of girder 44.34m

span), 13 (end block design 44.34m span).








104

6.8 Girder Design for 37.5m and other shorter spans

Girder Design (37.5m):

The pre-tensioned girder is designed with consideration from the in-service stage and the

construction stage. Therefore, the following critical moments near the mid-span provided from

software analysis are from the two different stages.

In-service:



Construction:



In the in-service stage, the girder and the deck are joined together, hence, it can be considered to

have composite properties.

Table 13: Properties of Super Tee Girder for 37.5 m span


1800 1.134 x 106 5.686 x 1011 1237 1.010 x 109 4.597 x 108

Figure 19: Cross section for girder 37.5m and shorter

Using critical stress state (CSS) analysis, the following equations are used to determine the required

prestress force and the location for the tendons. Since the bridge is a simply supported span, the

minimum and maximum moments, M1 and M2 are also positive. This will require Case A of

prestressing.


Subject: Girder Design for 37.5m and other shorter spans

Job Number: RB 1007(ii) Contract: Rail Bridge Design





105


f’c = 65 MPa

f’cp = 50 MPa

c = α1 * f’cp = 0.6 * 50 = 30 MPa

ct = α2 * = 0.3* = 2.12 MPa


Check that the girder’s section moduli are adequate.

Zt = 1.010 x 109mm3 > Ix / yt = 5.686 x 1011/ 563 = 2.93 * 108 mm3

Zb = 4.597 x 108mm3 > Ix / yb = 5.686 x 1011/ 1237 = 3.37 * 108 mm3


Prestress Force:








106

Solve for H using equation (A-1) * η * Zt + equation (A-4) * Zb

Which yields



Therefore, the H is 5803.62 kN with eccentricity of 1660.78 mm.

Magnel’s Plot:








107

A more accurate method is to plot out a Magnel’s plot with the 4 equations and find out a suitable

eccentricity and prestress force.

Table 14: Values for Magnel's Plot for Midspan of 37.5 m

H (kN) H (N) 1/H e1 e2 e3 e4

10000 10000000 0.0000001 2037.626 1882.437 -646.140 1483.734

20000 20000000 0.00000005 1472.354 734.797 130.472 535.445

From the plot, the eccentricity lies between A2 and A4. A suitable prestress force would be 15000 kN

with an eccentricity of 852mm.



-1000.000

-500.000

0.000

500.000

1000.000

1500.000

2000.000

2500.000

0 2E-08 4E-08 6E-08 8E-08 0.0000001 1.2E-07

ecc

en

tric

ity

(mm

)

1/H


A1

A2

A3

A4








108


mm.

M1 =9163 kNm, M2 = 17096 kNm

c = α1 * f’cp = 0.6 * 50 = 30 MPa

ct = α2 * = 0.3* = 2.12MPa

Zt = 1.010 x 109 mm3

Zb = 4.597 x 108 mm3











109

The governing eccentricities are 1117.3 mm and 851.5 mm. Again, the chosen value of 852 mm lies

within the range.


Next is to find out the eccentricity at the support points using the same H force of 15000 kN. The

moments at the support are zero. Similar steps are used to find the eccentricity at the support

section.

The governing eccentricities are +506.48 mm and -489.32 mm.

Tendons Limiting Zone Profile:

Figure 20: Tendon Limits for girder 37.5m and shorter








110

From the profile, it can be clearly seen that the eccentricity at the mid-span does not lie in the

eccentricity range at the supports. However, in practice, the tendons run in a horizontal line

meaning that it must only have a single eccentricity throughout the whole length. This problem can

be rectified by unbonding part of the tendons near the support to increase the eccentricity range.

Unbonded Tendons:

The purposes of unbonding tendons near the ends is to increase the eccentricity range and also to

reduce the prestress force near the ends, as this might cause too large a negative moment since the

positive moment is a lot less near the ends than in the mid-span in a simply supported girder. The

approach is to find the length from the support to the section where the positive and negative

moments are at balance when full bonding tendons start.

40% of the tendons are unbonded at start.

H = 0.6 * 15000 = 9000 kN

Find out the new eccentricity limits at supports using the four equations, since the prestressed force

is reduced.

The new governing eccentricities are +1119.36 mm and -540 mm.

This new range of eccentricities is acceptable for the chosen 852 mm.

Determine length of unbonding:

From software analysis, at 6.5 m, the moments M1 = 5248 kNm and M2 = 8794 kNm.

Criteria Check with A-1, A-2, A-3 and A-4 yields,

(Note that the H value is still 15000 kNm since the end of unbonding is the start of full bonding.)








111

Therefore, 40% of the tendons will be unbonded 6.5 m from support at both ends, so that a single

eccentricity will run throughout the girder.

Figure 21: Unbonded tendon limits

Girder in Construction Stage:








112

In this stage, only the self-weight of girder and fresh concrete during formwork of deck is

considered. The deck is not yet joined together with the girder, hence only consider the section

properties of girder.

Table 15: Properties of Girder for 37.5 m(In service)


1800 7.587 x 105 3.205 x 1011 909 3.596 x 108 3.527 x 108

Figure 22: Girder 37.5m cross section (2)



The steps are similar to previous calculations. Using CSS approach, Case A of prestressing, determine

if the girder in construction stage is adequate and has the same eccentricity and prestress value as in

in-service stage.









113

f’c = 65 MPa f’cp = 50 MPa

c = α1 * f’cp = 0.6 * 50 = 30 MPa

ct = α2 * = 0.3* = 2.12 MPa



Zt = 3.596 x 108 mm3 > Ix / yt = 3.205 x 1011/ 891 = 8.59 * 107 mm3

Zb = 3.527 x 108 mm3 > Ix / yb = 3.205 x 1011/ 909 = 9.92 * 107 mm3


Prestress Force:

Next would be attempting to solve for H using equation (A-1) * η * Zt + equation (A-4) * Zb

Which yields









114


Therefore, the H is 1681.8 kN with eccentricity of 3356 mm. The prestress force required is lower and the eccentricity is higher than those in in-service stage. This is expected, since the loads are lighter. Since the eccentricity in in-service stage is already found, the same location of eccentricity should be used for construction stage as well.

e = 909 – (1237 – 852) = 524 mm

Magnel’s plot:

Table 16: Values for Magnel's Plot of 37.5 m

H (kN) H (N) 1/H e1 e2 e3 e4

10000 10000000 0.0000001 958.817 1001.433 -64.859 177.872

25000 25000000 0.00000004 667.993 121.739 258.523 -207.685







-500.000

0.000

500.000

1000.000

1500.000

0 2E-08 4E-08 6E-08 8E-08 0.0000001 1.2E-07

ecc

en

tric

ity

(mm

)

1/H


A1

A2

A3

A4

Figure 23: Magnel's Plot for Mid span(37.5m)


115

From the plot, the acceptable region lies between A2 and A3. The chosen prestress force of 15000

kN and eccentricity of 524 mm lies within that region.




mm.

M1 =4084 kNm, M2 = 6210 kNm

c = α1 * f’cp = 0.6 * 50 = 30 MPa

ct = α2 * = 0.3* = 2.12 MPa

Zt = 3.596 x 108 mm3

Zb = 3.527 x 108 mm3








116




The governing eccentricities are 512.71 mm and 114.79 mm. The chosen value of 524 mm is 12 mm

out of the range, this is expected as it was slightly over the estimate in eqn (A-2). However, the

design is still valid and acceptable.


Since it has been found that 40% of tendons will be unbonded near the supports, next is to find out

the eccentricity at the support points using H force of 9000 kN. The moments at the support are

zero. Similar steps are used to find the eccentricity at the support.








117

The governing eccentricities are +559.74 mm and -563.46 mm. The chosen value of 524 mm lies

within the range. Therefore, the location of eccentricity is the same for both stages and the

unbonded section is also satisfactory for the construction stage.

No. of Tendons:

7-wire ordinary strands of 15.2 mm in nominal diameter are to be used.

Table 17: Properties of Strand for 37.5 m span.

Type Nominal diameter

(mm)

Nominal cross-sectional

area (mm2)

Nominal tensile

strength (MPa)

7-wire ordinary 15.2 143.0 1830

fpu = 1830 MPa

fpy = 0.82 * fpu = 1500.6 MPa

Area of prestress required, Apt = H/ fpy = 15000 * 103 / 1500.6 = 9996 mm2

No. of strands = 9996 / 143 = 70

Assuming there are seven 7-wire ordinary strands in one anchorage,

No. of tendons = 70/7 = 10

Reinforcement and Moment Capacity:

Moment capacity is checked for in-service stage, since it is the most critical.

cover = 30 mm regardless of exposure classification as per SCI standards.

dia. sc = 20 mm

Assume 36N20 = 11309 mm2

dia. st = 20 mm

Assume 4N20 = 1240 mm2








118

Ligatures = N16

Apt = 9996 mm2

D = 1800 mm

bef = 2100 mm

yt = 563 mm

yb = 1237 mm

dsc = 30 + 16 + 20 / 2 = 56 mm

dst = 1800 – 30 – 16 – (20 / 2) = 1744 mm

e = 845 mm

do = 1744 mm

dp = 845 + 563 = 1415 mm

f’c = 65 MPa

f’cp = 50 MPa

fpu = 1830 MPa

fpy = 0.82 * fpu = 1500.6 MPa

fsy = 500 MPa

α2 = 1 – 0.003 * f’c = 0.805

γ = 1.05 – 0.007 * f’c = 0.595 take as 0.67 (0.67 <γ < 0.85)

Ultimate moment equation:

Mu = σpuAptdp + fsyAstdst – fsyAscdsc – α2f’cA’cd’c

σpu = fpu (1 – k1k2 / γ)

where k1 = 0.4 since fpy / fp< 0.9 1500.6 / 1830 = 0.82

k2 = [fpuApt + fsy(Ast - Asc)] / (befdpf’c)

= [1830 * 9996 + 500 * (1240 – 11309)] / (2100 * 1415 * 65)

= 0.068 however, needs to be ≥ 0.17

σpu = 1830 * (1 – 0.4 * 0.17 / 0.67) = 1644.3 MPa








119

A’c = [σpuApt+fsy(Ast – Asc)] / (α2f’c)

= [1644.3 * 9996 + 500 * (1240 – 11309)] / (0.805 * 65)

= 217899.9 mm2

Figure 24: Calculation of A'c for girder 37.5m and shorter

Considering top part in compression, A’c can be equated to the area of compression.

A’c = 75 * 2100 + 2 * (γkud – 75) * 120 γkud = (217899.9 – 75 * 2100 + 18000) / 240 = 326.7 mm

Mean effective depth, d = (fpyAptdp + fsyAstdst) / (fpyApt + fsyAst) d = (1500.6 * 9996 * 1415 + 500 * 1240 * 1744) / ( 1500.6 * 9996 + 500 * 1240) = 1428.1 mm

ku = γkud / (γ*d) = 326.7 / (0.67 * 1428.1) = 0.34 < 0.36

Therefore, the girder is ductile.

Distance from surface to centroid of compression zone, d’c d’c = {(2100 * 75 * 37.5) + 2 * (γkud - 75) * 120 *[(γkud - 75) / 2 + 75)]} / A’c = 82.77 mm

Mu = 1644.3 * 9996 * 1415 + 500 * 1240 * 1744 – 500 * 11309 * 56 – 0.805 * 65 * 217899.9 * 82.77

= 23319 kNm

φ Mu = 0.8 * 23319 = 18655.2 kNm > M* = 17096 kNm

Hence, the moment capacity is satisfactory. Also, the reinforcement in place is acceptable, 36N20 in

top flange and 4N20 in bottom flange.








120

Development Length:

Tension:

k1 = 1.0

k2 = (132 – db)/100 = 1.12

k3 = 0.7


Compression:


Splicing Length:

Tension:


Compression:








121


Transmission Length of Tendons:

Transmission length = 60db = 60 * 15.2 = 912 mm

Cracking moment:

Mcr = Zb(f’ct.f + ηH / A) + ηH.e

= 4.597 x 108 * [0.6* + 0.85 * 15000 * 103 / (1.134 x 106)] + 0.85 * 15000 * 103 * 852

= 18350.3 kNm > M* = 17096

Hence, the cracking moment is satisfactory.

Deflection:

∆LL =

∆T =

Short term deflection:

Pre-camber required: 182 – 47 = 135 mm

Long term multiplier for shrinkage and creep:








122

Total deflection = 47 + 105 = 152 mm ≈ ∆T Hence, acceptable.

A pre-cambering of 259 mm in mid span is required for the girder.

Shear Capacity:

Near support:

Web-shear cracking:

Vuc = Vt + Pv

Pv = 0 (no tendon curvature)

Vt = shear force, which in combination with the prestressing force and other action effects at the

section, would produce a principal tensile stress of f’ct at either the centroidal axis or the

intersection of flange and web, whichever is more critical.

Formulae to use:

At centroidal axis:

First moment of area below centroid axis = 871* 240 * 435.5 + 700 * 320 * 1077 = 332.2 * 106 mm3








123

σ = - H / A = -9000 * 103 / 1113400 = -8.08 MPa

τ = 332.2 * 106 * Vt / (5.686 * 1011 * 240) = 2.43 * 10-6VtMPa

At intersection of web and flange:

First moment of area to intersection = 2100 * 75 * 525.5 = 82.76 * 106 mm3

τ = 82.76 * 106 * Vt / (5.686 * 1011 * 240) = 6.06 * 10-7VtMPa

Hence, it is more critical at centroidal axis.

Vuc = Vt = 2195 kN

φVuc = 0.7 * 2195 = 1536.5 kN < V* = 1869 kN








124

< V* = 1869 kN

s = 402 * 500 * 1744 / (475 * 103) = 738 mm

Choose N16 ligatures at spacing of 300 mm.

End Zone Design:

fpi = 0.7 * fpu = 0.7 * 1830 = 1281 MPa

Apt at end zone = 0.6 * 9996 = 5997.6 mm2

Total Pt at end zone = Apt * fpi = 5997.6 * 1281 = 7683 kN

Pt strands centroid from the soffit:

ypt = (2 * 143 * 1305 + 4 * 143 * 130 + 4 * 143 * 180) / (10 * 143) = 385 mm

e = yb – ypt = 1237 – 385 = 852 mm

Stress in concrete at different levels:

Top:

Bottom:








125

Web-flange:

Centroid:

c = stress * area

c1 = * 75 * 2100 = 88.2 kN, y1 = 563 – 75/2 = 525.5 mm

c2 = ( – ) / 2 * 75 * 2100 = 90.5 kN, y2 = 563 – 2/3 * 75 = 513 mm

c3 = * 240 * (563 – 75) = 200.2 kN, y3 = 563 – 75 = 488 mm

c4 = (9.20 – ) / 2 * 240 * (563 – 75) = 438.6 kN, y4 = 1286 / 3 = 428.67 mm

M = Σ ciyi = c1 * y1 + c2 * y2 + c3 * y3 + c4 * y4 = 378.5 kNm

Ast = 2M / (fsy * h) = 2 * 378.5 * 106 / (500 * 1800) = 841 mm2

Therefore, 6 legged of N16 = 1206 mm2 should be used within the transmission length in addition to

the shear stirrups.

Prestress Losses:

Area of prestress, Apt = 9996 mm2

Prestress force at transfer Pi = 15000 kN

Elastic modulus of concrete Ec = 37400 MPa

Elastic modulus of prestress, Ep= 200000 MPa

Stress = Pi / Apt = 1501 MPa

Eccentricity, e = 852 mm








126

Radius of gyration, r = 715.6 mm2

Stress after elastic shortening loss,

Loss ratio = 1330 / 1501 = 0.88

Close to value assumed initially.

Detailing:

For the drawings relating to the 37.5m girder consult drawings 10 (cross section of girder 37.5m

span), 12 (end block design 37.5m span).








127

6.9 Headstocks

The critical types (type3 for station and type2 for rest) were checked in this part.

From AS 3600 table 4.3, the exposure classification of one-way slab shall be B1 (surfaces of members

in interior environments non-residential).

From AS 3600 table 4.10.3.2, It is assumed that the characteristic strength ( ) is 40 MPa in this case

while the required cover for B1 is 30mm.

Headstocks for bridge (no station cases)

Loading condition

From the force analysis of the girders, the critical support supplied by headstocks is 22000KN in the

span above South Road. So the total load from superstructure is:

KN/m

Headstock self-weight:

KN/m

Take 1.2G: KN/m

Total UDL: KN/m

Column spacing is designed as 12m centre to centre. So critical span of headstocks is:

With software, maximum bending moments are showed in the following figure:


Subject: Headstock


Date: 7/06/2013 Prepared: Yuyang Qian and PengGao




128

Figure 25: Output graph from Prokon

For bottom kNm

For top kNm

Maximum shear force on headstock:

kN

Tension and compression reinforcement design

Tension (bottom)

Assume use N40 for bending reinforcement and N20 for shear reinforcement

d=D-ligs-cover-half-bar-diameter=1500-20-30-40/2=1430 mm

Where:

.

for headstock.


Subject: Headstock


Date: 7/06/2013 Prepared: Yuyang Qian and Peng Gao




129

Check reinforcement handbook, use 25N40 which is 31500 .

Assume that reinforcement bars are ranged in 2 lines (12+13).

Check if there is enough spacing:

Check for ductility:

Where

OK

Bottom: 15N14 satisfied

Compression (top)

d=D-ligs-cover-half-bar-diameter=1434 mm

Where:

.


Subject: Headstock






130

for headstock.


Check N.A:

1st trial: kud=68mm

N.A must be lower.

2nd trial: kud=200mm

N.A must be lower.


Subject: Headstock






131

3rd trial: kud=220 mm

Top: 13N36 satisfied

Shear reinforcement design

kN

Check

Vuc = β1β2β3bd(Astf’c/bd) 1/3

Where:

Thus, reinforcement required.


Subject: Headstock






132

Try minimum shear reinforcement

Use N20 bars (

Max spacing: 500mm

N20@450 CTS has

Adopt N36 ligs @400 cts which A is 2550.


Subject: Headstock






133

Headstocks for bridge (station cases)

Loading condition

From the force analysis of the girders, the critical support supplied by headstocks is 22000KN in the

span above South Road. So the total load from superstructure is:

KN/m

Headstock self-weight:

KN/m

Take 1.2G: KN/m

Total UDL: KN/m

Column spacing is designed as 12m centre to centre. So critical span of headstocks is:

With software, maximum bending moments are showed in the following figure:

Figure 26: Output graph from Prokon 2

For bottom kNm

For top kNm

Maximum shear force on headstock:

kN


Subject: Headstock






134

Tension and compression reinforcement design

Tension (bottom)

Assume use N40 for bending reinforcement and N20 for shear reinforcement

d=D-ligs-cover-half-bar-diameter=1500-20-30-40/2=1430 mm

Where:

.

for headstock.


Check if there is enough spacing:

Check for ductility:

Where


Subject: Headstock






135

OK

Bottom: 18N40 satisfied

Compression (top)

d=D-ligs-cover-half-bar-diameter=1434 mm

Where:

.

for headstock.


Check N.A:

1st trial: kud=70mm


Subject: Headstock






136

N.A must be lower.

2nd trial: kud=200mm

N.A must be higher.

3rd trial: kud=100 mm

Top: 13N36 satisfied

Shear reinforcement design

kN

Check


Subject: Headstock






137

Vuc = β1β2β3bd(Astf’c/bd) 1

where:

Thus, reinforcement required.

Try minimum shear reinforcement

Use N20 bars (

Max spacing: 500mm

N20@450 CTS has

For detailed drawings of the head stock consult drawings 8 (cross section of bridge with headstock)


Subject: Headstock






138

Adopt N28 ligs @200 cts which A is 2756.

Pier calculation:

Pier dimension and assumptions

There are total 56 piers needed to be constructed for this bridge. Their dimensions are listed in

table2.

Table 18: Pier Types

Cross section m2 Height m Amount

Type 1 1.5*1.5 4.5 36

Type 2 1.5*1.5 3.8 4

Type 3 1.5*1.5 3.1 4

Type 4 1.5*1.5 2.4 4

Type 5 1.5*1.5 1.7 4

Type 6 1.5*1.5 1.0 4

From AS 3600 table 4.3, the exposure classification of one-way slab shall be B1 (surfaces of members

in interior environments non-residential).

From AS 3600 table 4.10.3.2, It is assumed that the characteristic strength ( ) is 40 MPa in this case

while the required cover for A2 is 60mm.


Subject: Pier






139

Designed cross section is 1.5m*1.5m and the longest column is checked here (Type1 4.5m), so:

According to AS 3600 10.7.1 the minimum reinforcement should not be less than 0.01Ag, so try

25N36 which Ast is 25500

According to AS5100.5 Table 10.7.3 N12ligs should be used here. The spacing of the ligs is the

smaller one of Dc (1500) or 15db (540). So adopt N12@540 ligatures.

From AS5100.5-2004 Figure 10.5.3(A) under braced column due to types of buckled shape:

Effective length factor k = 0.7

Radius of gyration:

Loading condition

Axial force from superstructure per pier:

Design bending moment:

Side wind load: 5.5 kN/m

Earthquake load: 15.5 kN/m critical.


Subject: Pier






140

Check minimum steel is adequate or not

1. Nuo

Where take 0.85.

2. Nu and Mu when k=1

Neutral axis is at tensile steel T=0

dc= cover+ligs+db/2 = 60+12+18 = 90 mm

d=600-42=558 mm


Subject: Pier






141


Subject: Pier






142

3. Nub and Mub when kub=0.545 for 500Mpa reinforcement

0.545d=768 mm


Subject: Pier






143


Subject: Pier






144

4. Muo (Nuo=0)


Subject: Pier






145

Kud=90 mm


Subject: Pier






146

Neutral axis must be lower.

Try kud=175mm

The final result is showed in the following table:

Table 19: Result for Column Chart

N M

89250 0

60023.64 14162.84

30988.39 18913.91

0 7043.802


Subject: Pier






147

With:

Column figure can be given:

As showed in the diagram, the minimum steel25N36 with N12@540 is adequate.

With column chart below, it can be seen that the column is adequate.

0.8N/bD=6 0.8M/bD*D=0.5


Subject: Pier





Figure 27: Column Curve


148

Figure 28: Column Chart

For detailed drawings of the pier consult drawings 6 (cross section of pier).


Subject: Pier






149

6.10 Abutments

Table 20: Value for the Unknowns.

Notations

Superimposed live load 30 kPa

Internal friction angle 35o

Soil unit weight 19.625 kN/m3

Concrete density 25 kN/m3

Active earth pressure coefficient 0.271

Concrete compressive strength 50 MPa

Friction coefficient 0.55

Yield strength of reinforcing steel 500 MPa

Table 21: Dimension for the abutment

Dimensions

Width (m) Height (m)

Wall 1 1.20 4.40

Wall 2 1.70 2.30

Wall 3 3.90 1.00

Toe 0.50 1.00

Heel 0.50 1.00

Back surcharge 0.50 4.40

Backfill 0.50 4.40

Front surcharge 0.50 1.00

Height of the abutment 5.40

Width of the abutment 3.90

Length of the abutment 15.933

The formula shown below was taken AS 3600-2009 (Section 11 Design of walls). The materials for

the abutment are concrete with reinforced steel bars as shown in figure below. The horizontal load

acting on the abutment was negligible in this case. The type of soil used is sand and gravel. Along the

bearing seat (15.933 m), there will be eight bearing concrete pedestals (0.5m width x 0.25 thick x


Subject: Abutment


Date: 8/6/13 Prepared: Wei Lip Beh




150

0.5m length). The type of bearing used for the abutment is an elastomeric bearing (0.45m width x

0.05m thick x 0.45m length) which in between the girder and bearing pedestal. The base of the

abutment was designed as a pile cap for the piling. There are total of 16 piles designed for the

abutment.

Figure 29: Abutment Design Dimension

1. Horizontal Forces and Lever Arm with Respect to Point O

Lateral earth pressure due to superimposed load


Subject: Abutment






151

Lateral superimposed load

Lever arm with respect to point O (Vertical distance)

Lateral Earth Pressure due to backfill

Lateral backfill load


Subject: Abutment






152

Lever arm with respect to point O (Vertical distance)

Total horizontal forces acting on the abutment

Distance of the total horizontal forces acting on the abutment from point O (Vertical distance)

2. Vertical Forces and Lever Arm with Respect to Point O

Force acting on Wall 1


Subject: Abutment






153

Lever arm with respect to point O





Subject: Abutment






154


Back surcharge force


Backfill force


Subject: Abutment






155


Front surcharge force


Total vertical forces acting on the abutment


Subject: Abutment






156

Distance of the total vertical forces acting on the abutment from point O (Horizontal distance)

3. Design Loads and Lever Arm with Respect to Point O

Design Load acting on wall 1


Design load acting on wall 2


Subject: Abutment






157


Total design loads acting on the abutment

Distance of the total design loads acting on the abutment from point O

4. Checking for Overturning, Sliding, and Pressure at Toe Section Under Wall 3

Check for overturning

Factored overturning moment


Subject: Abutment






158

Factored restoring moment

Check for sliding

Factored thrust

Factored resistance

Check pressure at the toe section under wall 3


Subject: Abutment






159

Distance of the resultant force acting under the wall 3 from point O

Eccentricity

Maximum bearing capacity


Subject: Abutment






160

5. Design Reinforcement for Section 1

Figure 30: Reinforcement for section 1


Subject: Abutment






161

Reinforcement ratio


Subject: Abutment






162

Shear strength


Subject: Abutment






163

Design reinforcement


Figure 31: Reinforcement for section 2


Subject: Abutment






164


Subject: Abutment






165

Reinforcement ratio

Shear strength


Subject: Abutment






166



Subject: Abutment






167


Figure 32: Reinforcement Design for section 3


Subject: Abutment






168

Reinforcement ratio


Subject: Abutment






169

Shear strength



Subject: Abutment






170

Figure 33: Layout of reinforcement bar in abutment design


Subject: Abutment






171

8. Piling for Abutment

The design for the abutment piles is based on the piling calculation and design under the pile

section. The diameter of the pile was 0.9 metre and the length of each pile is 25 metre. There are

total of 16 piles attached to the base (pile cap) of wall 3. Besides that, there are 8N32 (6400mm2) for

each pile and N12@300cts (helical) for the ligature. The layout and arrangement of the abutment

piles is shown in figure below.

Figure 34: Design of Piling for Abutment


Subject: Abutment






172

Figure 35: Elastomeric Bearing and Bearing Pedestal

9. Elastomeric Bearing and Bearing Pedestal

Figure above shows that the height of the elastomeric bearing is 0.05m. The width and length of the

elastomeric bearing is 0.45m and 0.45m respectively. On the other hand, the height of the concrete

bearing pedestal is 0.25m with the width 0.50m and length 0.50m. The compressive strength of the

concrete bearing pedestal is 32MPa. There are total of 8 elastomeric bearings and concrete bearing

pedestals.

For detailed drawings of the abutments consult drawings 23 (3D view of Abutment), 24 (Abutment

design), 25 (Abutment detail).


Subject: Abutment






173

6.11 Pile Design at Station

Vertical capacity of pile (station)

(Recommended where proof loads apply working piles)

Try the diameter of single pile is 900mm, and pile depth is 20 metres in the design

Skin friction of pile, where is coefficient of skin friction, and is cohesion of soil

Table 22: Calculation of side friction load, Qs

Depth (m) (m) cu (kPa) fs (kPa) As (m2) Qs (kN)

0 to 2 2 200 0.50 100.0 5.65 565

2 to 6 4 200 0.50 100.0 11.31 1131

6 to 8 2 200 0.5 100.0 5.65 565

8 to 13 5 120 0.55 66.0 14.14 933

13 to 15 2 90 0.55 49.5 5.65 280

15 to 20 5 80 0.55 44.0 14.14 622

Example of calculation: Depth from 0 to 2 m

(From geotechnical team)


Subject: Pile Design (Station)

Job Number: RB 1010(i) Contract: Rail Bridge

Date: 7/6/2013 Prepared: Xinben Zeng




174

Therefore, ultimate shaft load capacity,

Ultimate bearing load, , where is pile end area and is unit end bearing

Thus,

So ultimate capacity of the shaft pile:

Allowable capacity of the shaft pile:

The axial load act on pile from above is about 5500 kN (which assume pile cap weight is 500 KN),

which is much larger than pile capacity.

Therefore, the number of piles needed for the footing:

Horizontal capacity of pile (station)

The total depth of pile is 20m. Therefore, this kind of pile will be designed as long pile. The diameter

of pile is 900 mm. The table below illustrates pile properties in this design.








175

Table 23: Pile Properties

e is the distance between the top face of pile and the ground surface. Assumed to be 200 mm.

Pile depth,L 20 mPile diameter, D 900 mm

pile properties

yield moment (equals tomaximum moment)

Elastic modulus ofconcrete, E

250

20

kNm

Gpa








176

The design load , which is satisfactory. And from bridge design partner, the earthquake

force is 500.65 kN

The number of pile required by horizontal loading is

, which will be rounded up to 4

piles. This would confirm vertical capacity of pile design as well.

Pile reinforcement design (station)

Figure 36: Properties of pile

Pile properties

type Bored - cast in place

design life 100 years

diameter 900 mm

exposure classification A , mild

min f'c 32 MPa

min cover 40 mm

minimum embedment to pile cap 50 mm

Max spacing for helical reinforcement 150 mm

Min clear spacingfor longitudinal bars 75 mm

Gross area (Ag) 636172.5124 mm2

minimum spacing centre to centre (2.5*diameter) 2250 mm








177

Design parameters

According to AS 3600 clause 10.1.2, the minimum design bending moment:

Try to use N12 for ligature and N32 for reinforcement.

The effective length:

According to AS 3600 table 2.2.2, the reduction factor for both axial load and bending moment is

0.6.

Horizontal:

Vertical:

According to the reinforced concrete charts shown below, the value in both charts is in the safe

zone, which means the minimum reinforcement is sufficient for this design.








178

Figure 37: Reinforced Concrete Column Chart, g = 0.8

Figure 38: Reinforced Concrete Column, g = 0.9








179

These two intersection points in both charts (g=0.8 and g=0.9) illustrate piles are in the safety zones,

which proves the designed minimum reinforcements are sufficient

Minimum reinforcements for longitudinal reinforcement

Gross Area

According to AS 5100.5 clause 10.7.1,

Try 8N32, (satisfied)

According to AS 5100.3 clause 11.4.2.3 (a), the spacing will be :

(satisfied)

According to AS 5100.5 table 10.7.3, the minimum diameter of helix reinforcement will 12mm.

Therefore,

Lastly, based on AS 5100.5 clause 10.7.3.3 (b) (iii), the max spacing for helical reinforcement is 300

mm.








180

Figure 39: Summary of pile group

Settlement of pile group (station)

32 MPa

900 mm

number of reinforcement 8N32 /

spacing 90 mm

type helical reinforcement /

diameter 12 mm

spacing 300 mm

longitudinal reinforcement

restraint for longitudinal

reinforcement

concrete grade

pile diameter

Summary








181








182








183

Settlement affected by eccentricity (station)

Table 24: Coordinates of Each piles

Pile no. x-coordinate (m) y-coordinate (m) x2 y

2

1 1.35 1.35 1.82 1.8225

2 -1.35 1.35 1.82 1.8225

3 -1.35 -1.35 1.82 1.8225

4 1.35 -1.35 1.82 1.8225

7.29 7.29








184

Table 25: Each piles Pm and wt

Pile no. Pm (kN) wt(mm)

1 1413 3.93

2 1337 3.71

3 1337 3.71

4 1413 3.93







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