palestra jeffrejeff packy packer

Palestra 7

Estruturas Tubulares para o Sculo XXI

Palestrante: Prof. Dr. Jeffrey A. Packer

Universidade de Toronto - Canad

Jeffrey A. PackerBahen-Tanenbaum Professor of Civil EngineeringUniversity of Toronto, Toronto, Canada

TUBULAR STEEL STRUCTURESFOR THE 21st. CENTURY

Construmental 2010

The 1889 Firth of Forth Bridge, designed with circular hollow sections composed of newly developed rolled flat steel plates, riveted together at site. The technique evolved from building ships and steam engines.

Origins in the 19th Century: Firth of Forth Bridge, Scotland

The Bullwinkle Offshore Platform is the worlds highest steel jacket structure at a total height of 492 m. Located in the Gulf of Mexico, south west of New Orleans, USA.

The 20th Century Experience of Offshore Structures

Offshore Structures developed Complex Joint Technology

Giant, complex welded connections with multiple multi-planar braces at a node

The synergy between Architectural, Structural and Industrial Design

A pavilion in Seville, Spain, that integrates architectural, structural and industrial design and even approaches sculpture

The Synergy of Tubular Structures

Kansai Airport, Osaka, Japan, by Renzo Piano, displaying curved triangular space trusses

The Leaning Arch bridge concept by Calatrava, in Bilbao, Spain (and many other places)

Iconic Pedestrian Bridges

Humber River Tied Arch Bridge, Toronto, Canada

Other Arch Pedestrian Bridges

Tied Arch Bridge in St. Jan, The Netherlands

Conventional Pedestrian Bridges

The ubiquitous Pony Truss or U-Frame or

Through Truss Bridge

Traditional Covered Warren Truss

Viaduc de lArc TGV Bridge, Provence, France

Railway Bridges

Stadium Australia, Sydney, for the 2000 Summer Olympic Games

Sports Stadia

Structures for the 2004 Summer Olympic Games, Athens, Greece

Sports Stadia

Main stadium for the 2008 Summer Olympic Games, Beijing, China

Sports Stadia

The Birds Nest, by Swiss architects Herzog and de Meuron: saddle-shaped in 3D and elliptical in plan, 333 metres long, with 42 000 tonnes of structural steel.

Main stadium for the 2010 FIFA World Cup, South Africa

Sports Stadia

Soccer City, Johannesburg, by architects Boogertman Urban Edge & Partners in association with HOK Sport. Consulting Engineers Schlaich Bergermann und Partner. A 90 000-seat stadium, utilizing 7 500 tonnes of structural steel, in a calabash African pot design.

Exhibition Hall in Leipzig, Germany, by Gerkan and Marg; the largest glass envelope in Europe.

The glazing is supported directly from the main steelwork, and the glass is on the inside of the steelwork.

Exhibition Halls and Pavilions

Rock and Roll Hall of Fame, Cleveland, USA.

Directly-welded 3D tube arrangements offer modern, clean lines and resist multi-directional loads.


Federation Square, Melbourne, Australia


A Dramatic jumble of exposed rectangular hollow sections, behind glass.

Free-form architecture in 3D is now a reality, particularly with tubes.

Opryland Hotel, Nashville, Tennessee, USA

Glazed Pavilions

Butterfly House, Brisbane, Australia

Bright,White,

Circular

The 1st generation British Airways London Eye, or Millenium Wheel, UK

Tourist Attractions

The 2nd generation Singapore Flyer

Roller Coasters and other Amusement Rides

Amusement Rides

Automated Storage and Retrieval System for Pallets, Toronto, Canada.

Goods are stored directly on the main structural framing.

Rack Structures

Vierendeel Frameworks

Scotiabank, Toronto, Canada

An absence of truss diagonals creates an open appearance and a point of architectural interest

Sculptural Applications

Honda Exhibit, Festival of Speed 2005,Goodwood, Sussex, UK

Architect: Gerry JudahEngineer: NRM Bobrowski


Honda Central Exhibit of 6 F1 Cars, Festival of Speed 2005, Goodwood, UKCurved tube supports 6 x 55m long tubular swinging arms, acting as a mobileArchitect: Gerry Judah Engineer: NRM Bobrowski


Wall of Nations, 2004 Summer Olympic Games, Athens, Greece, using square hollow sections

Note to engineers:

Many tubular members are oversized or ornamental, so design welds for the appropriate loads

avoid over-welding

TGV Station,

Aix-en-Provence, France

Cast Steel Nodes in Tubular Structures

An excellent way to transition between two different structural materials


Stuttgart Airport, Germany (1991)

Tree-like construction

University of Guelph, Ontario, Canada (2006)


Conceptual Design (e.g. in Solidworks)

Finite ElementStress Analysis and

optimization

Casting simulation:Filling and solidification

Manufacturing

Fabrication andsite erection

www.castconnex.com

Humboldthafen Railway Bridge, Berlin, Germany (2000)


Ripshorst pedestrian bridge, Oberhausen, Germany (1997)

Exposed tubing in Hotel Atrium (left) and Convention Centre (right), Toronto, Canada

Tube Profiling versus Using Connection Plates

Easy to perform nowadays, and elegant Low aesthetic appeal

Tube Flattening and Slotted Tube Connections

Triangular Trusses for Long Spans S.A. Brewery, Port Elizabeth, South Africa

Note the flattened ends of the circular branches very popular pre 2000

Slotting of the tube ends to avoid profiling and to avoid complex

intersections

Profiling Equipment Aids Direct Joining of TubesFree-form architecture with hollow sections has now been liberated by the

availability of profiling and cutting machinery

CNC tube-and-pipe-profiling machines can produce clean, accurate cuts with correct bevels on the edges, which makes fabrication easy, efficient and accurate

Cutting by laser or plasma torch

Contemporary Design Guides Are Based On Extensive International Research

University of Toronto, Canada

An undergraduate Steel Design Project, University of Toronto

So many possibilities

Anyone can make beautiful designs with steel hollow sections

DESIGN OF COLUMNSand

CONCRETE-FILLED COLUMNSand

FIRE RESISTANCE

Big Box Store Construction in North America

Square RHS are the typical choice for columns the economical choice + easy to attach to

Roof is usually supported by I-shape beam in one direction & OWSJ in the orthogonal direction

Simple Low-Rise Construction is cheaper with hollow sections

Hollow Sections are thus the OPTIMUM Columns

50% of Truss Members are Compression Members too

Compression member effective lengths < 1,0 are permitted, making hollow section compression members extremelyefficient and cost-effective

Hollow sections are lighter easy to transport, easy to erect

Reminder The main virtues of hollow sections

Concrete-Filling of Hollow Sections

Suitable for small columns which must be vibrated.

Filling hollow section columns on site from a hopper.

Preparing hollow section columns for concrete-filling from above.

Concrete-Filled Hollow Section Columns

Toronto Airport, Canada

Concrete-FillingIncreases column capacityIncreases fire resistanceMay increase connection strengthIncreases stiffness

The Dsseldorf Stadttor, GermanyTwin 19-storey office towers with exposed, tubular (914 mm or 36 diam.) trussed columnsColumns filled with high-grade concrete, for both composite strength and fire protection

Concrete-Filled Hollow Section Columns

Confinement Effect for CHS Concrete-Filled Columns

For non-slender columns there is a significant increase in the concrete strength due to 3-dimensional confinement

Confinement effect / may only be utilized for CHS columns with L/d 25and eccentricity of axial force d/10.

t0

d0

sconcrete

sconcrete ssteel

ssteel

sradial

shoopsradial

Relative Advantage of Concrete-Filling Hollow Section Columns

0

2000

4000

6000

8000

10000

12000

14000

0 2 4 6 8 10 12 14Effective Length KL (m)

Col

umn

Res

ista

nce

(kN

)

Circular 508 x 16, (C) or (H), + Concrete-filled

Circular 508 x 16, Cold-Formed (C)

Square 406 x 406 x 16, Cold-Formed (C)

Square 406 x 406 x 16, (C) or (H), + Concrete-filled

Axial LoadMoment Interaction for BeamColumns

Load Transfer by Shear Connectors for Very Large CHS

Millennium Tower, Vienna, Austria

Shear connectors in composite tubular columns

Simple (Shear) Connections to Hollow Section Columns

Recommended Method for introducing Beam ShearReactions to Concrete-Filled Hollow Section Columns:

At the Roof

At Intermediate Floor Levels

Concrete-Filled Hollow Section Connections

K-connection test University of Toronto Some failure modes are eliminated

Concrete-filled

Unfilled

Composite Column Design for Seismic Conditions

In Europe, requirements are given by Eurocode No. 8"Structures in Seismic Regions, Design - Part 1.1: General and Building", 1988.

Cyclic Moment-Rotation Relationship for a Concrete-Filled 200 x 200 x 6,3 Square Hollow

Section

The "Strong Column Weak Beam" design concept is well-established. However, plastic hinges can occur in the columns at the top floor of multi-storey buildings or for one-storey buildings. Excellent ductility and extremely good energy dissipation are displayed under inelastic cyclic loading by concrete-filled hollow section columns.

CIDECT Design Guide

Concrete-Filled Columns: 1995www.cidect.com

Effect of Concrete-Filling on the Load Capacity and Fire Life

Steam Vent Holes in Concrete-Filled Hollow Sections

Furnace Testing of a Hollow Section Column

Guidance for Fire Protection of Hollow Sections

Canadian Steel Construction Council Bulletins:www.cisc-icca.ca

Plain #21Bar-reinforced #25Steel-fibre #26

CIDECT Design Guide No.4 1995/1996 + Software (Potfire)

www.cidect.com

Intumescent Paints for Fire Protection of Hollow Sections

The inclined supporting columns were coated with an intumescent paint suitable for outdoors, then painted afterwards on site

Ontario College of Art and Design extension, Toronto, Canada, by architect Will Alsop

Water Filling for Fire Protection of Hollow Sections

Water-filled roof trusses, at Hong Kong Chek Lap Kok Airport

Building in Germany where the external columns act like pipes and heat is transported away from the fire by convection. Requires a water reservoir.

DESIGN OF TRUSSES

Planar Trusses

Compression member effective lengths < 1,0

Hollow sections are lighter in weight easier to transport, less crane capacity to erect, torsionally stiff

Planar Trusses

Warren Trusses are a popular way to minimize the number of members and connections

Design Procedure for Planar Triangulated Trusses

Determine truss layout, span, depth, panel lengths, truss spacing by usual methods. Span-to-depth ratio generally ~ 10 to 15, to avoid excessive deflections.

Keep connections to a minimum.

Determine loads at connections and on members.(Simplify these initially to equivalent loads at panel points if analysis is done manually).

Determine axial forces in all members by assuming that joints are pinned (if done manually), or pin-ended webs + continuous chords if done by a frame analysis program

2.

3.

1.

Truss Design Procedure

Axial loadCorrosion protection (surface area)Tube wall slendernessK = 0,9 for compression chord

Determine chord member sizes considering:4.


5. Determine web member sizes considering:Axial loadtweb < tchordK = 0,75 for compression webs

6. Standardize the web member sizes:To 2?Same width, different thickness? Inspection problemCheck availability!

7. Layout the connections:Try gap connections firstCheck connection geometry is within validity rangeCheck member sizes are within validity rangePay attention to eccentricity limitsConsider fabrication procedure


8. Check connection efficiencies(with charts) or resistances (with formulae or tables) Usually only a few connections need to be checked.

If efficiencies or resistances are not adequate, modify the connection layout (e.g. overlap instead of gap), or

Modify the members;Recheck connections.

9.


Check effect of primary moments on chord design.Use proper load positions on membersDetermine member bending moments assuming:

Pinned joints everywhere or Continuous chords with pin-ended webs

Design welded joints. Fillet welding cheapest

(Note: Weld Design can be left to the fabricator but not connection verification)

10.

Check truss deflections under specified loads.11.

12.

For compression chord, also consider noding eccentricity moment.Check member (axial and bending) interactions.


The continuous chord + pin-connected web (branch) members plane frame model, for computer analysis, gives realistic axial forces and bending moments:

(Note: Make small links at least 10x stiffness of connected members)

For mostoverlap joints Extremely stiff

members Pin

Extremely stiffmembers

For most gapjoints

Deflections of Trusses

By Virtual Work


due to membersVirtual Forces in Members

Real Extensions or Contractions of Members

= x

due to connectionsVirtual Forces in Members

Connection Deformation associated with any web member, due to real loads, at both ends of member

= x

Total = +due to members due to connections


OVERLAP CONNECTIONS

GAP CONNECTIONS

Check Deflections Under Specified Loads

or

Double Chord Trusses

(For heavily-loaded or long-span trusses) Hamilton, Canada

Model as pin-jointed with same K factors for member design as single-chord trusses. All web (branch) members must have the same width.

Multiplanar (or 3D) Welded Delta Trusses

Model as for planar trusses.

Check 3D connections as planar connections, but apply a multiplanar correction factor

Multiplanar (or 3D) Bolted Delta Trusses

Model as for planar trusses:

Pin-jointed analysis would be appropriate

Vierendeel Trusses/Frames

Toronto, Canada

Vierendeels (no diagonals) must be modelled as moment-resisting frames, hence using rigid joint analysis.

All members must have equal width + stocky chords (b0/t0 16) for fully rigid.

DESIGN OF WELDED TRUSS-TYPE CONNECTIONS

Basic Types of Connections

Connection type is not just dictated by appearance

Definition of eccentricity

Classification into K-, Y- and X-connections

Classification into K-, Y- and X-connections

0.5N sinq

0.5N sinq

q

N

N cosq=

0.5N sinq

q

0.5N

0.5N cosq0.5N sinq

q+

0.5N

0.5N cosq

Example of an imbalanced K-connection

0.5 N 0.5 N 1.0K-conn. resistance X-conn. resistance

+

For the tension diagonal:

Notation used for CHS and RHS Connections

Potential Failure Modes for Welded Hollow Section Connections

Mode A: Plastic failure of the chord face

Mode B: Punching shear failure of the chord face

Mode C: Tension failure of the web member

Mode D: Local buckling of the web member

Potential Failure Modes for Welded Hollow Section Connections

Mode E: Overall shear failure of the chord

Mode F: Local buckling of the chord walls

Mode G: Local buckling of the chord face

Tabular Appearance of Connection Design Rules

ExamplePlate-to-RHS chord connection some chord failure

modes

chord punching shear

side wall yielding

chord face plastification

Department of Civil Engineering, University of Toronto


Failure Modes for Welded Hollow Section Connections

Limit State: Column or Chord Wall Plastification

Prevalent in connections due to the flexible nature of the connecting hollow section face




Limit State: Chord Shear Yielding (Punching Shear)

May govern for connections with medium to high branch-to-chord width ratios

Failure can occur under a tension or compression branch provided it is physically capable of shearing through the chord wall




Limit State: Local Yielding (due to uneven load distribution)

Applies to transverse plates or transverse walls of a RHS, under both tension and compression loading

Common failure mode for overlapped K-connections




Limit State: Chord Sidewall Failure (Yielding or Buckling)

Failure of the chord member side wall

May occur in RHS matched box connections



Gapped versus Overlapped Truss Connections

Design tips to optimize welded hollow section connection design Select relatively stocky chord Select relatively thin branch Consider virtues of gapped K-connections

Easier and cheaper to fabricate

Gapped Overlapped

Higher static and fatigue strength, generally

Produces stiffer truss (reduces truss deflections)

Some Golden Rules to Avoid Connection Problems

General Tips for Designers

Some Golden Rules to Avoid Connection Problems

Wall Slenderness Web or Branch Angles

International Design Guides for Practicing Engineers

1st. Edition: 19912nd. Edition: 2008 1st. Edition: 1992

2nd. Edition: 2009 19951998 2000

2004

Guides by CIDECT

1st. Edition: 19922nd. Edition: 1997

1997 1999 2010

www.cidect.com

CIDECT Illustrated Books Second Editions of both in 2010

Tube Architecture Tube Designwww.cidect.com

HSS_connex

Hollow section connection design is performed to internationally- accepted design procedures

Scope: covers welded and bolted, planar and multiplanar truss-type connections

Does Limit States Design (LSD) checks. The user inputs the forces acting on a Free Body Diagram, plus the connection geometry

Contains full Canadian and US (ASTM A500) section databases, but any connection geometry and steel grade can be input manually by the user the program calculates the section properties

Connection Design Software Available

HSS_connex v1.04

Connection Design Software Available

Operates in SI (metric) and U.S. Customary (imperial) units.

Gives graphical confirmation of connections

Operates under Windows 2000, XP, Vista and 7

Has familiar Microsoft features

Not only does complex calculations for connection resistance, but also checks geometric parameters against an extensive set of limits of validity.

HSS_connex

Available from University of Toronto Tube Group



Obrigado

[email protected]

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