Displacement Based Seismic Design of Steel Moment Resisting Frames

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Paper

Title: Cyclic behavior of steel beam-to-column joints experimental research

Authors:

Ballio G. Calado L. De Martino A. Faella C. Mazzolani F.M.

Source Volume: Issue: Pages: Year:

Costruzioni Metalliche 2 69-90 1987

Test ID (with reference to the paper): D1

Geometry

(mm)

Scheme: Exterior Joint Beam

Shape: IPE 300

Beam

length 1185 Height: 300 Width: 150

Column Length 1 1500 Flange Thickness: 10.7 Web Thickness: 7.1 Column Length 2 1200

Root radius: Flange to

web welds:

Joint details Column

Shape: IPE300 Heigth: 300 Width: 150 Flange Thickness: 10.7 Web Thickness: 7.1

web welds: Supplementary web plates Thickness Continuity plates X Thickness 12

NOTE: The beam length provided is the distance between the point of application of the force and the column flange.

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TestID FW1

Material Properties (MPa)

Beam Column

Nominal grade Nominal grade

Measured values X Measured values X

Flange yield strength 314 Flange yield strength 288

Web yield strength Web yield strength 339 (mean value)

Continuity Plates Supplementary web plate

Measured values Measured values

Yield strength Yield strength

Note:

Test setup, loading protocol and test results Type of test Cyclic Type of response curve

Loading protocol ECCS [85] Force X

Data provided: Moment

Displacement X

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Test ID FW2 Paper

Title: Cyclic behavior of steel beam-to-column joints experimental research

Authors:

Ballio G. Calado L. De Martino A. Faella C. Mazzolani F.M.

Costruzioni Metalliche 2 69-90 1987

Test ID (with reference to the paper): D2

Geometry

(mm)

Shape: IPE 300

Beam

Column Length 1 1500 Flange Thickness: 10.7 Web Thickness: 7.1 Column Length 2 1200

web welds:

Shape: IPE300 Heigth: 300 Width: 150 Flange Thickness: 10.7 Web Thickness: 7.1

web welds: Supplementary web plates X Thickness 10 Continuity plates X Thickness 12

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Test ID FW2

Beam Column

Nominal grade Nominal grade X

Measured values X Measured values

Flange yield strength 304 Flange yield strength 235

Web yield strength Web yield strength 235

Note:

Test setup, loading protocol and test results Type of test Cyclic Type of response curve

Loading protocol ECCS [85] Force X

Data provided: Moment

Displacement X

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Paper

Title: Cyclic tests of double-sided beam-to-column joints

Authors:

Dubina D. Ciutina A. Stratan A.

Journal of Structural Engineering 127 129-136 2001

Test ID (with reference to the paper): XS W2

Geometry

(mm)

Scheme: Interior Joint Beam

Shape: IPE 360

Beam

Beam length 2 950 Flange Thickness: 12.7 Web Thickness: 8.0 Column Length 1225

web welds:

Shape: HEB 300 Heigth: 300 Width: 300 Flange Thickness: 18.4 Web Thickness: 11.4

NOTE: The beam length provided is the distance between the point of application of the force and the column flange. In the article, also the tensile strength and the elongation to maximum load are provided. Other information on the same test can be found in: Dubina D., Grecea D., Ciutina A., Strata, A., “Influence of Connection Typology and Loading Asymmetry”, in Moment Resistant Connections of Steel Frames in Seismic Areas, edited by F.M. Mazzolani.

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TestID FW3

Beam Column

Flange yield strength 329.8 Flange yield strength 313.0 Web yield strength 348.4 Web yield strength 341.8

Yield strength 273.2 Yield strength Note:

Test setup, loading protocol and test results Type of test Cyclic/

Monotonic

Type of response curve

Loading protocol ECCS simpl. Force The moment is computed at the column face

Data provided: Moment X

Displacement Total joint

rotation

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Paper

Title: Cyclic tests of doubled sided beam-to-column joints

Authors:

Dubina D. Ciutina A. Stratan A.

Journal of Structural Engineering 127 129-136 2001

Test ID (with reference to the paper): XU W1

Geometry

(mm)

Scheme: Interior Joint Beam

Shape: IPE 360

Beam

length 950 Height: 360.9 Width: 171.6

Beam length 2 950 Flange Thickness: 12.5 Web Thickness: 8.0 Column Length 1225

web welds

Shape: HEB 300 Heigth: 297.7 Width: 303.4 Flange Thickness: 18.7 Web Thickness: 11.6

NOTE: The beam length provided is the distance between the point of application of the force and the column flange. In the article, also the tensile strength and the elongation to maximum load are provided. Other information on the same test can be found in: Dubina D., Grecea D., Ciutina A., Strata, A., “Influence of Connection Typology and Loading Asymmetry”, in Moment Resistant Connections of Steel Frames in Seismic Areas, edited by F.M. Mazzolani.

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TestID FW4

Beam Column

Yield strength 273.2 Yield strength Note:

Test setup, loading protocol and test results

Type of test Type of response curve

Loading protocol ECCS simpl. Force The moment is computed at the column face

Displacement Total joint

rotation

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Paper

Title: An Experimental Research on Beam to Column Joints: Exterior Connections

Authors:

Ballio G. Youquan C.

Proceedings XIV C.T.A. 110-132 1993

Test ID (with reference to the paper): E1

Geometry

(mm)

Shape: HEA 260

Beam

Column length 1 1500 Flange Thickness: 12.5 Web Thickness: 7.5 Column Length 2 1500

Root radius: 24 Flange to

web welds

web welds: Supplementary web plates Thickness Continuity plates X Thickness ?

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TestID FW5

Beam Column

Flange yield strength 302.0 Flange yield strength ?

Web yield strength 302.0 Web yield strength ?

Yield strength ? Yield strength

Note:

Loading protocol ECCS Force

Displacement

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Paper

Title: Experimental Behavior of Beam-to-Column Welded Connections: Effect of the Panel Zone

Design Authors:

Mele E. Calado L. De Luca A.

Proceedings XVII C.T.A. 1999

Test ID (with reference to the paper): BCC5C

Geometry

(mm)

Shape: IPE 300

Beam

web welds

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TestID FW6

Beam Column

Note:

Loading protocol (4 different tests)

Constant amplitude (37.5mm) Constant amplitude (50.0mm) Constant amplitude (75.0mm) ECCS Force X Moment Displacement X Rotation

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Paper

Design Authors:

Test ID (with reference to the paper): BCC6

Geometry

(mm)

Shape: IPE 300

Beam

web welds

NOTE: The beam length provided is the distance between the point of application of the force and the column flange. Other information on the same test can be found in: Calado L., “Influence of Column Size”, in Moment Resistant Connections of Steel Frames in Seismic Areas, edited by F.M. Mazzolani.

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TestID FW7

Beam Column

Note:

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Paper

Design Authors:

Test ID (with reference to the paper): BCC8

Geometry

(mm)

Shape: IPE 300

Beam

web welds

NOTE: The beam length provided is the distance between the point of application of the force and the column flange. Other information on the same test can be found in: Calado L., “Influence of Column Size”, in Moment Resistant Connections of Steel Frames in Seismic Areas, edited by F.M. Mazzolani.

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TestID FW8

Beam Column

Note:

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Test ID FW9 Paper

Title: Cyclic Behavior of Beam-to-Column Bare Steel Connections: Influence of Strain Rate

Authors:

Beg D. Plumier A. Remec C. Sanchez L.

Source Pages: Year:

Moment Resistant Connections of Steel Frames in Seismic Areas, Edited by F.M. Mazolani

167-216 2000

Test ID (with reference to the paper): SW1

Geometry

(mm)

Shape: IPE 300

Beam

web welds

NOTE: The beam length provided is the distance between the point of application of the force and the column flange. The two test are carried out with different loading frequencies.

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TestID FW9

Beam Column

Flange yield strength 306 Flange yield strength 305 Web yield strength 366 Web yield strength 313

Note:

Loading protocol Constant amplitude; Frequency 0.3 Hz Force Moment X Displacement Rotation X

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Paper

Title: Cyclic Behavior of Beam-to-Column Bare Steel Connections: Influence of Strain Rate

Authors:

Beg D. Plumier A. Remec C. Sanchez L.

Source Pages: Year:

Moment Resistant Connections of Steel Frames in Seismic Areas, Edited by F.M. Mazolani

167-216 2000

Test ID (with reference to the paper): SW2

Geometry

(mm)

Shape: IPE 300

Beam

web welds

NOTE: The beam length provided is the distance between the point of application of the force and the column flange. The two test are carried out with different loading frequencies.

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TestID FW10

Beam Column

Flange yield strength 306 Flange yield strength 305 Web yield strength 366 Web yield strength 313

Note:

Loading protocol Constant amplitude; Frequency 0.3 Hz Force Moment X Displacement Rotation X