Civil MDC

BEAM END CONNECTION USING SHEAR END PLATES 2

BEAM END CONNECTION USING SHEAR END PLATES

“SHEAR-END-PL-13” — BEAM END CONNECTION USING SHEAR END PLATES

Program Description:

“SHEAR-END-PL-13” is a spreadsheet program written in MS-Excel for the purpose of analysis of steel beam end
connections using shear end plates that are shop welded to the beam web, and bolted to either the column flange,
column web, or girder web. The connections may be subjected to end shear reaction and/or axial load.
Specifically, all applicable “limit states” for the end connection analysis pertaining to the shear end plate, bolts,
beam web, column flange or web, and girder web are checked.

This program is a workbook consisting of four (4) worksheets, described as follows:

Worksheet Name Description
Doc This documentation sheet
Shear End Plate (Col Flg) Shear End Plate welded to beam web and bolted to column flange
Shear End Plate (Col Web) Shear End Plate welded to beam web and bolted to column web
Shear End Plate (Girder) Shear End Plate welded to beam web and bolted to girder web

Program Assumptions and Limitations:

  1. This program follows the procedures and guidelines of the AISC 13th Edition Allowable Stress (ASD) Manual
    (2005).
  2. This program uses the database of member dimensions and section properties from the “AISC Shapes
    Database”, Version 13.0 (2005) as well as the AISC 13th Edition (ASD) Manual (2005).
  3. This program assumes that the tension capacity for any “limit state” is reduced by the presence of shear.
    For allowable bolt tension in the presence of shear, the “interaction” (combined stresses) is handled directly
    by the AISC Code equations. For other “limit states” in combined stresses such as bolt bearing, gross and
    net shear and tension, and block shear and tension tearout, the effect of “interaction” is handled by use of
    the formula, P/Ra+(R/Rv)^2=1, as suggested from the following reference:
    “Combined Shear and Tension Stress” – by Subhash C. Goel, AISC Journal, 3rd Qtr.-1986.
    Thus, the reduction factor applied to the tension “limit state” capacity is = (1-R/Rv)^2.
    where: R = actual shear end reaction
    Rv = allowable shear capacity for the particular “limit state” considered
  4. This program follows the procedure for “yield line” theory for the flexural analysis of either a column web or
    a girder web subjected to an axial load, as outlined in “Connections” by Larry S. Muir and William A. Thornton
    and published by Cives Steel Company.
    (Note: This booklet is a reprint of Chapter 3, from the “Structural Steel Designer’s Handbook, 4 th Edition.)
  5. This program contains numerous “comment boxes” which contain a wide variety of information including
    explanations of input or output items, equations used, data tables, etc. (Note: presence of a “comment box”
    is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the
    desired cell to view the contents of that particular “comment box”.)

“ROOFDECK” — ROOF STEEL DECK ANALYSIS / DESIGN

Program Description:

“ROOFDECK” is a spreadsheet program written in MS-Excel for the purpose of analysis and design of roofs with
steel deck. Specifically, roof decks subjected to gravity loading (dead + live or snow) and wind uplift loading can
be analyzed using either ASD or LRFD methods. Bending stresses as well as deflections are checked. Roof
decks can be analyzed for either 1-span, 2-span, or 3-span configurations.

This program is a workbook consisting of five (5) worksheets, described as follows:

Worksheet Name Description
Doc This documentation sheet
Roof Deck DL+LL (ASD) ASD Analysis for Gravity (Dead + Live) Loading
Roof Deck DL+LL (LRFD) LRFD Analysis for Gravity (Dead + Live) Loading
Roof Deck Wind Uplift (ASD) ASD Analysis for Wind Uplift using ASCE 7 Loading
Roof Deck Wind Uplift (LRFD) LRFD Analysis for Wind Uplift using ASCE 7 Loading

Program Assumptions and Limitations:

  1. This program is based on the following references:
    a. “Steel Roof and Floor Deck” Catalog – by Vulcraft Corporation, 2008
    b. ASTM E936 (2004) – Standard Practice for Roof System Assemblies Employing Steel Deck, Preformed
    Roof Insulation, and Bituminous Built-Up Roofing
    c. “Design Manual and Catalog of Steel Deck Products” – by CMC (United Steel Deck), 2008
  2. This program handles Vulcraft steel roof deck of the following types/styles:
    a. 1.5A – Type A 1-1/2″ deep narrow rib
    b. 1.5B – Type B 1-1/2″ deep wide rib
    c. 1.5F – Type F 1-1/2″ deep intermediate rib
    d. 3N – Type N 3″ deep acoustical
  3. While the user can quickly and easily make a roof deck selection based on gravity loads directly from the
    Vulcraft catalog, the “Roof Deck DL+LL (ASD)” and “Roof Deck DL+LL (LRFD)” worksheets provide the user
    with the ability to demonstrate the selection and analysis with actual calculations if desired or required.
  4. In most deck vendor catalogs, only the deck moment of inertia for positive bending, “Ip”, is used for deflection
    calculations. However, in the “Roof Deck DL+LL (ASD)” and “Roof Deck DL+LL (LRFD)” worksheets, the
    value of “Ip” is used only for a single-span conditions. For multispan conditions, these two worksheets use
    the average value, I(avg) = (Ip+In)/2, for deflection calculations as noted on page 4 of Reference 1c above.
  5. In the “Roof Deck Wind Uplift (ASD)” and “Roof Deck Wind Uplift (LRFD)” worksheets, roof uplift wind
    pressures for roof zones 1, 2, and 3 can be derived from the applicable ASCE 7 Standard when meeting the
    provisions of Factory Mutual Global is not required. When meeting the provisions of Factory Mutual Global is
    required, roof uplift wind ratings for roof zones 1, 2, and 3 can be derived from FMG Data Sheet 1-28:
    “Wind Design” (Reference 1c above).
  6. For components and cladding (roof deck, fasteners, and above deck components), FMG 1-28 requires that
    the effective area be set = 10 ft.^2 along with an Importance Factor = 1.15.
    For secondary supporting members (purlins or joists) per FMG 1-28 Section 2.2.3, refer to applicable
    ASCE 7 Standard and apply the appropriate effective tributary area along with an Importance Factor = 1.15.
  7. This program contains numerous “comment boxes” which contain a wide variety of information including
    explanations of input or output items, equations used, data tables,

“SHEAR-END-PL-13” — BEAM END CONNECTION USING SHEAR END PLATES

Program Description:

“SHEAR-END-PL-13” is a spreadsheet program written in MS-Excel for the purpose of analysis of steel beam end
connections using shear end plates that are shop welded to the beam web, and bolted to either the column flange,
column web, or girder web. The connections may be subjected to end shear reaction and/or axial load.
Specifically, all applicable “limit states” for the end connection analysis pertaining to the shear end plate, bolts,
beam web, column flange or web, and girder web are checked.

This program is a workbook consisting of four (4) worksheets, described as follows:

Worksheet Name Description
Doc This documentation sheet
Shear End Plate (Col Flg) Shear End Plate welded to beam web and bolted to column flange
Shear End Plate (Col Web) Shear End Plate welded to beam web and bolted to column web
Shear End Plate (Girder) Shear End Plate welded to beam web and bolted to girder web

Program Assumptions and Limitations:

  1. This program follows the procedures and guidelines of the AISC 13th Edition Allowable Stress (ASD) Manual
    (2005).
  2. This program uses the database of member dimensions and section properties from the “AISC Shapes
    Database”, Version 13.0 (2005) as well as the AISC 13th Edition (ASD) Manual (2005).
  3. This program assumes that the tension capacity for any “limit state” is reduced by the presence of shear.
    For allowable bolt tension in the presence of shear, the “interaction” (combined stresses) is handled directly
    by the AISC Code equations. For other “limit states” in combined stresses such as bolt bearing, gross and
    net shear and tension, and block shear and tension tearout, the effect of “interaction” is handled by use of
    the formula, P/Ra+(R/Rv)^2=1, as suggested from the following reference:
    “Combined Shear and Tension Stress” – by Subhash C. Goel, AISC Journal, 3rd Qtr.-1986.
    Thus, the reduction factor applied to the tension “limit state” capacity is = (1-R/Rv)^2.
    where: R = actual shear end reaction
    Rv = allowable shear capacity for the particular “limit state” considered
  4. This program follows the procedure for “yield line” theory for the flexural analysis of either a column web or
    a girder web subjected to an axial load, as outlined in “Connections” by Larry S. Muir and William A. Thornton
    and published by Cives Steel Company.
    (Note: This booklet is a reprint of Chapter 3, from the “Structural Steel Designer’s Handbook, 4 th Edition.)
  5. This program contains numerous “comment boxes” which contain a wide variety of information including
    explanations of input or output items, equations used, data tables, etc. (Note: presence of a “comment box”
    is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the
    desired cell to view the contents of that particular “comment box”.)
  1. etc. (Note: presence of a “comment box”
    is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the
    desired cell to view the contents of that particular “comment box”.)

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