Welded interior beam-column connections, Interim report, June 1955
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1 Lehigh University Lehigh Preserve Fritz Laboratory Reports Civil and Environmental Engineering 1955 Welded interior beam-column connections nterim report June 1955 C. D. Jensen A. Sherbourne Follow this and additional works at: Recommended Citation Jensen C. D. and Sherbourne A. "Welded interior beam-column connections nterim report June 1955" (1955). Fritz Laboratory Reports. Paper This Technical Report is brought to you for free and open access by the Civil and Environmental Engineering at Lehigh Preserve. t has been accepted for inclusion in Fritz Laboratory Reports by an authorized administrator of Lehigh Preserve. For more information please contact preserve@lehigh.edu.
2 / / by C.D. Jensen~d L.8 BeeQl~ A. Sherbourne /~.' " -"' /~/ /~ /~ Pv\'L"... ~ev$rtt_ Fritz Engineering Laboratory Lehigh University Bethlehem Penna. June 1955 Fritz Laboratory Report No o 23308
3 '.' ~ \!- r ~ ~ \ i't >... ~ 1 '" " N T ROD U C T ON The purpose of this research project~ of which this is the first progress report is to study restraining beam-column connections of both the direct-welded type and the type in which the beam is mounted on a seat angle or bracket and the top of the beam is secured to the column by means of a top plate. This project is an extension of a number of research projects conducted by Bruce Johnston and associates and of a project by Brandes and Mains "Report of Tests of Top-Plate and Seat Building Connections" (Welding Journal March ). The previous researches on restraining beam-column connections have not been carried to the point where definite " conclusions suitable for the designer could be reached. particular~ information is lacking on the effect of restraining. connections on column capacity and also as to whether or not column stiffening is required and when needed how to design it. nformation is also lacking concerning the designervs ability to estimate the moment-rotation curve the degree of restraint~ the r.eserve strength of a designed assembly. Phase of the j program dealing with two-way connections is designed to obtain information on these items. Heretofore~ tests of beam-column connections have usually disregarded the axial column loads; the present program the column is additionally subjected to an axial compression comparable to that existing in practice; further at one stage of the tests the column axial load is n and in
4 " raised to times the "so-called" axial load while simultaneously carrying the two beam_working load reactions and moments. Examination is needed of other factors such as the effect of wind moments and the behavior of a four-way connection at a column. The effect of beams framing to a column from two or three sides such as takes place at a corner or side column was partially treated in the Brandes-Mains paper but not in sufficient detail to be useful to the designer. Development of a specific program to solve the above problems is somewhat dependent on the findings of Phase and therefore the test program presented here is limited to Phase.. P HAS E T EST PRO GR A M Designpreparation and testing of specimens similar to Fig o 1 for the purpose of determining the behavior and stress distribution in the columns. Attention is limited primarily to the study of what is considered to be the most important practical problem~ Column stiffening requirements. Series A. All beams to be 16 WF 36 and to be direct-welded to various sized columns as tabulated below. Note that no column stiffeners are used. Specimen A- Column to be 8WF31 " A-2 " " " 8WF67 i i A-3 " A-4 n " 12WF40 i l2wf65 i A=5 " " i 12WF99
5 as the beam flange o Specimen B-6 Column to t B-7 " " " B-8 " " be 8WF3l " 8WF67 " l2wf40 Specimen C-9 " C-lO " C-ll Column to be 8WF3l " "" 8WF67 " "" l2wf40 For convenience and to give some necessary stiffener and other details the complete Phase program of test is given in Table. Table : Program of Restrained Beam Tests - Two-Way Direct-Welded Connections Se- Test Column.Web Fg. Beam Web Fg. Joint ries No. Size "w" "t" Size "w" "t" Type Dimensions Design A 1 8WF3l.288.'+33 l6wf None F.l-A 2 8WF l2wf' " " " " " 4 l2wf99 l2wf65 B 8WF3l.288.'+33 Fig x7/l6 F.l-A 7** 8WF l2wf40.29'+.516 " " " " " " C 9 8WF3l.2cm.'+33 " 10** 8WF " " " 7.2xl/2x22 " tl Fig.l-B 7.lx5/l6x22 F.l-B 11 l2wf'+0.29'+.516 " " " " 10.9x5/16x22 ". * Column weight may be changed dependent on results of previous tests ** May be omitted dependent on results of test of A-2
6 Loading Sequence 1. Load column by increments up to "working load" in the column (a unit stress in section A-A~ Figure 1 of 14.5 ksi). 2. Load beams by increments up to "working load" on the beams removing load from the column as necessary to maintain a unit stress at section A-A of ksi. 3. Holding beam loads constant raise column load to 1.67 times "working load". 4. Lower column load to working load and load beams by increments to failure.!
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