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Structural Steelwork Connections
Subject: Bolted Gusset Plate Connection for Steel Truss
Design Code: B.S. 5950 Part 1

Calculation Reference
BS5950

End Plate Moment Connection Spreadsheet

End Plate Moment Connection is a spreadsheet program written in MS-Excel for the purpose of analysis and design of end plate moment connections per the AISC 9th Edition (ASD) Manual. Specifically the program can analyze both single 4-tension bolt and 8-tension bolt configurations, as well as the conditions of having moment connections on each side of the column attached to the column flanges.

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

Doc – Documentation sheet
4-Tension Bolt MC – Single 4-tension bolt end plate moment connection
(2) 4-Tension Bolt MC’s – Double 4-tension bolt end plate moment connections
8-Tension Bolt MC – Single 8-tension bolt end plate moment connection
(2) 8-Tension Bolt MC’s – Double 8-tension bolt end plate moment connections

All the worksheets are independent and self contained, so that you can move them from one workbook to another. All the worksheets are protected, but not with a password.

Program Assumptions and Limitations:

1. This program uses the database of member dimensions and section properties from the “AISC Shapes Database”, Version 3.0 (2001) as well as the AISC 9th Edition (ASD) Manual (1989).

2. This program is based on the non-seismic specific design procedures found in the following two references:
a. “Moment Connections – End Plate (Static Loading Only)” on pages 4-116 through 4-125 (Static Loading Only)” on pages 4-116 through 4-125, AISC 9th Edition (ASD) Manual (1989).
b. “Extended End-Plate Moment Connections” – AISC Steel Design Guide Series #4, by Thomas M. Murray, PhD, P.E., First Edition (AISC 1990).
c. “Stiffening of Wide-Flange Columns at Moment Connections: Wind and Seismic Applications” – AISC Steel Design Guide Series #13, by Charles J. Carter, P.E., Second Edition (AISC 2003).

3. The original theory used assumes that prying action is negligible and that the tension flange force is equally distributed among the tension bolts. End plates sized according to this AISC procedure herein should result in negligible prying forces at working stress. Thick end plates will result in reduced bolt prying action and are preferred to achieve desired connection rigidity. As a “rule-of-thumb”, for end plates with thicknesses greater than or equal to the bolt diameter, prying forces need not be checked.

4. 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”.)

Calculation Reference
AISC Steel Construction Manual

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Underground Storage Tank Anchorage design spreadsheet

“UGTANK.xls” workbook is for the analysis and design of anchorage for underground storage tanks, obviously addressing the concerns of buoyancy. I’ve had this workbook in a partially finished state for quite a while, and I just recently decided to complete it. This is not a subject that we encounter on a regular basis, but if and when you need it, hopefully it will prove to be helpful.

Program Assumptions and Limitations:

1. This program is in part based on the following two (2) dated, but still useful references:
a. Lockwood Greene Engineering Special Design Instruction No. 38, “An Approach to the Design of Anchorages for Underground Storage Tanks”, dated December 6, 1972.
b. Lockwood Greene Engineering Special Design Instruction No. 31, “Design of Anchorage for Underground Storage Tanks”, dated January 14, 1972.
2. This program utilizes the procedures and guidelines per the ACI 318-99 Building Code in the design of the reinforcing for the concrete spread foundation.
3. This program refers to the AISC 9th Edition (ASD) Manual, 1989. The values for safe working loads for turnbuckles are taken from the table on page 4-149 of the Manual.
4. The soil is assumed to have no voids and is assumed saturated with water (water level to top of grade), while the tank is assumed to be empty. These conservative assumptions result in largest possible buoyant force.
5. This program permits the user to utilize either steel tension straps or threaded rods with turnbuckles to secure the tank to the foundation. Note: if turnbuckles are used, then they will control the required threaded rod size.
6. This program assumes that the empty tank weight is subtracted from the buoyant force in determining the tension force in either the straps or anchor rods.
7. The program assumes that the distance between the ends of a strap or rod is equal to OD + 6″.
8. The program assumes that the tank is centered on the spread foundation.
9. For the design of the foundation reinforcing in the short direction, this program assumes a uniformly loaded simple span beam strip with cantilevers (overhangs) at each end. The ends of the anchor serve as the supports. The assumed uniform loading on this “beam strip” is determined as 2 times the anchor tension divided by the foundation width.
10. This program does not address the anchorage of the straps or rods to the concrete foundation. That must be separately by the user.
11. Underground tank should be bedded on 12″ of compacted sand rather than bearing directly on the concrete spread foundation. This will protect the integrity of the tank and minimize possible failure of the tank joints.
12. Provide turnbuckles in the tank anchor straps. This allows for final adjustment. Where flat straps are used, this will necessitate welding a round bar extension to accommodate the turnbuckle.
13. This program contains “comment boxes” which contain information including explanations of input items, etc. (Note: presence of a “comment box” is denoted by a “red triangle” in the upper right-hand corner of a cell.

Calculation Reference
Tank Design

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