Loading in 5 sec....

MECHANICS OF DIAGONAL TENSION FIELD ACTIONPowerPoint Presentation

MECHANICS OF DIAGONAL TENSION FIELD ACTION

- 1143 Views
- Uploaded on

Download Presentation
## PowerPoint Slideshow about 'MECHANICS OF DIAGONAL TENSION FIELD ACTION' - manning

**An Image/Link below is provided (as is) to download presentation**

Download Policy: Content on the Website is provided to you AS IS for your information and personal use and may not be sold / licensed / shared on other websites without getting consent from its author.While downloading, if for some reason you are not able to download a presentation, the publisher may have deleted the file from their server.

- - - - - - - - - - - - - - - - - - - - - - - - - - E N D - - - - - - - - - - - - - - - - - - - - - - - - - -

Presentation Transcript

### MECHANICS OF DIAGONAL TENSION FIELD ACTION

Chai H. “Jay” Yoo, Ph.D., P.E., F. ASCE

Professor Emeritus

Department of Civil Engineering

Auburn University

CIVL 7690

July 14, 2009

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

- Yoo, C.H., and Lee, S.C., “Mechanics of Web Panel Postbuckling Behavior in Shear,” Journal of Structural Engineering, ASCE, Vol. 132, No. 10, October, 2006

- A pdf file of the paper can be downloaded from
- http://www.asce.org/

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Functions of Webs in Plate Girders?1. Maintain the relative distance

between two flanges.

2. Carry the induced shear.

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Bending Moment & ShearBending Moment

Shear

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

AASHTO LRFD (2007) Article 6.10.2Cross-Section ProportionAuburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Minimum Steel Thickness?5/16 (0.3125) in. for all main members

per AASHTO LRFD Article 6.7.3

- corrosive environment

- weldability

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Background• It is desired to use as thin a web panel as you can get by

elastic buckling becomes a major concern

• In 1886, Wilson considered the possibility of utilizing postbuckling strength

• In 1931, Wagner demonstrated the tension field action

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

- A postbuckling mode shape of a super thin high strength wire is shown.

- Although a considerable postbuckling strength is available at this stage of deformation, it is highly impractical to use in practical design.

Elastic buckling curve

AASHTO LRFD (2007)

1.0

T1

T2

Yield zone

Elastic buckling

zone

Transition zone

0

1.12

1.40

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Shear Strength CurveAuburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

- There were no reliable analytical tools available to examine nonlinear behavior in the 1960s and 1970s.

- Postbuckling is a very complex nonlinear response.

- More than a dozen simplified and linearized models and their derivatives for the postbuckling behavior of web panels subjected to shear were a futile exercise.

- The analysis of web panels has remained elusive for nearly 50 years and various researchers have agreed to disagree.

Plastic Hinge

(a) Basler (1963)

(b) Fujii (1968, 1971)

(d) Steinhardt and

Schroter (1971)

(c) Porter et al. (1975)

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Incorrect Tension Field ModelsA

b/2

V

V

C

C

b/2

φ

do

A

B

Fs

tσt

φ

C

C

O

V/2

Fw

Fw

V/2

Ff +ΔFf

Ff

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Free body diagram (Basler 1963)Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

- Both Basler and Rockey theories were calibrated with extensive test data. “Calibration=Finagling?”

- The aspect ratio of those specimens were mostly equal to one.

- The steel industry wants to increase the aspect ratio for economic reasons.

- As the test data cannot be extrapolated, old design provisions stuck.

Out-of-plane displacement at center of web panel (mm)

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Ultimate Strength vs. Flange Size

(a) Shear stress

(b) Diagonal tension

(c) Diagonal compression

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Stress Development at Prebuckling Stage2

2

-cr

-cr

1

1

t

(a) Diagonal tension

(b) No diagonal compression

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Incomplete Stress State after Bucklingat the center of the panel

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Out-of-plane DisplacementVertical and horizontal strips

Vertical direction

1 /Fyw

2 /Fyw

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Normal Stresses in Vertical StripAuburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

1

Fyw

2

Fyw

Normal Stresses in Horizontal StripHorizontal direction

Vertical direction

Ultimate stage

- Tension
Compression

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Principal Stresses under Pure ShearVu/2

Diagonal

compression

Vu/2

Vu

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Diagonal Stress Diagram at Ultimate StageCompression diagonal of web panel

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

w

tw

Lateral Deflection along Compression DiagonalAuburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Tension-Field in Plate GirderStiffener

Left Edge

Simple Support

Transverse

Stiffener

S. S.

I=Is

I=4Is

I=6Is

S. S.

S. S.

S. S.

Web Width

(Left Panel)

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

2

Fyw

Effect of Transverse StiffenerAuburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

- Since the moment of inertia of the transverse stiffener is proportional to the cube of the width of the stiffener, the width only needs to be increased to 1.8 times the old width [6^(1/3)=1.8].
- The placement of transverse stiffeners helps shipping and handling of the slender girders by making the girder torsionally stiff. Wider transverse stiffeners are beneficial to this concern.

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Conclusions- All previous tension field (postbuckling) models including those by Basler and Rockey were incorrect. All forces developed during postbuckling are in a self-equilibrating force system.

- There is no net axial compressive force developed in an intermediate transverse stiffener. Hence, the current area requirement for a transverse stiffener is irrelevant.

- There is no need to distinguish the end panel from the interior panel. Tension field action can take place in the end panel.

- There is no truss action that takes place as suggested by Basler (American model).

Plastic Hinge

(a) Basler (1963)

(b) Fujii (1968, 1971)

(d) Steinhardt and

Schroter (1971)

(c) Porter et al. (1975)

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Incorrect Tension Field ModelsAuburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Conclusions (continued)- There is no need to have sturdy flanges present in order to develop tension field action as suggested by Rockey (British model ).

- Transverse stiffeners need to have sufficient stiffnesses (moment of inertia) in order to form and maintain nodal lines during the history of postbuckling.

- All design specifications regarding the tension field action, AISC, AASHTO, BS 5400, Eurocode 3, must be revised.

- All current steel design textbooks in the world incorporating erroneous theories must be revised.

Auburn University

Auburn University MECHANICS OF DIAGONAL TENSION FIELD ACTION

Questions?
Download Presentation

Connecting to Server..