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    Analysis of Building Frames With Semi-Rigid Connections

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    tuyul id39
    This document discusses the analysis of building frames with semi-rigid connections using two methods: the slope-deflection method and the moment-distribution method. It presents an example frame that was experimentally tested to determine the connection constant, which is then used in the analysis. The analysis results for the example frame using the slope-deflection method are also shown.

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    Analysis of Building Frames With Semi-Rigid Connections

    Uploaded by

    tuyul id39
    49 views1 page
    This document discusses the analysis of building frames with semi-rigid connections using two methods: the slope-deflection method and the moment-distribution method. It presents an example frame that was experimentally tested to determine the connection constant, which is then used in the analysis. The analysis results for the example frame using the slope-deflection method are also shown.

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    1005 Sudah Dengan Rumus

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    This document discusses the analysis of building frames with semi-rigid connections using two methods: the slope-deflection method and the moment-distribution method. It presents an example frame that was experimentally tested to determine the connection constant, which is then used in the analysis. The analysis results for the example frame using the slope-deflection method are also shown.

    Copyright:

    © All Rights Reserved
    Download as DOCX, PDF, TXT or read online from Scribd
    Download as docx, pdf, or txt
    49 views1 page

    Analysis of Building Frames With Semi-Rigid Connections

    Uploaded by

    tuyul id39
    This document discusses the analysis of building frames with semi-rigid connections using two methods: the slope-deflection method and the moment-distribution method. It presents an example frame that was experimentally tested to determine the connection constant, which is then used in the analysis. The analysis results for the example frame using the slope-deflection method are also shown.

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    Analysis of building frames

    with semi-rigid connections

    is equal to the connection constant 'Y. Professor Cross (11) has shown that the area of
    the analogous column at a pin connection is infinite, and in the region of a completely
    rigid zone it is equal to zero. The semi-rigid connection obviously is a case
    somewhere between these two extremes, and the column analogy may readily be used
    to obtain the moment-distribution factors for a member so connected. Fig. 7 illustrates
    a cross section through the analogous column of a member with semi-rigid end
    connections.

    ANALYSIS BY SLOPE-DEFLECTION METHOD


    An illustrative example will be preseIltted in detail to demonstrate the
    application of both the slope-deflection and moment-distribution methods to the
    analysis of a frame with semi-rigid joints, taking into account the width of
    the members.
    The frame shown in Fig. 8 corresponds to one of the frames actually tested
    (lihat gambar. 9), and the connection constant used in the analysis was
    obtainedexperimentally from tests of a sample joint. All of the connections were
    identically alike, and each beam, therefore, was individually symmetrical.
    The results of the connection test gave an experimental value of 'Y = 0.01775 X 10-3
    in inch-kip units. The stiffness of the frame members was measured by bending tests
    preliminary to fabrication of the frame, and the quantity E I was thusfound to be 3,550
    X 103 and 3,321 X 103 for the beams and columns, respectively, in inch-kip units.
    The net length l of the beams between con nections was 168 in. - 8 in. = 160 in. The
    columns are continuous, and the beam connections were of the welded seat and top
    angle type. An approximate
    .correction for column length may be shown to be one third of the beam depth
    at each end that frames with a beam (see heading "Effect of Width of Member
    Upon Analysis"). Hence, for the second-story columns, l = 120 - 6.67
    = 113.33 and, for the first-story columns, l = 120 - 3.33 = 116.67. This
    correction could well be omitted with but little error.
    The constant (X for the beams was

    The fixed-end moment for the loading shown is 221.0 in-kips.


    Because of the individual symmetry of the beams, the slope-deflection
    equations in the form of Eqs. 9 were applicable. The typical equation for any beam is
    written by substituting the values of (x, E K, b, l, etc., in Eqs. 9, which
    for any loaded beam results in the following:

    The right-hand side of this and the following equations has been divided
    by 1,000 to give more convenient values of 8. The moment MAB = 34.2338A

    1005

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